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STANDARD STEEL 
CONSTRUCTION 


A MANUAL FOR 

ARCHITECTS, ENGINEERS 
AND CONTRACTORS 

CONTAINING USEFUL TABLES 
FORMULAS AND OTHER INFORMA¬ 
TION RELATING TO THE USE OF 

BEAMS, CHANNELS AND 
STRUCTURAL SHAPES 


Revised by F. L. Garlinghouse, C.E., Member A. S.C.E. 

I 


SIXTH EDITION 


1908 



AS MADE BY 

JONES & LAUGHLIN STEEL 

COMPANY 

AMERICAN IRON AND STEEL WORKS 


PITTSBURGH 


CHICAGO 









Copyrighted, 1896 
Jones & Laughlins, Limited 

Copyrighted, 1898 
Jones & Laughlins, Limited 

Copyrighted, 1900 
Jones & Laughlins, Limited 

Copyrighted, 1903 
Jones & Laughlin Steel Co. 

Copyrighted, 1908 
Jones & Laughlin Steel Co. 



. •! 


PRICE, $1.50 










J 


JONES & LAUGHLIN STEEL CO. 3 


Preface to Sixth Edition 


I N submitting this revised edition of Standard Steel 
Construction, it is our aim to put in concise form such 
information as should prove most useful to Structural 
Engineers, Architects and Contractors, 

We have thoroughly revised all data relating to steel 
shapes manufactured by us, which shapes conform with the 
standard sections adopted by the American Association of 
Steel Manufacturers, omitting sections we no longer make, 
and adding a few new shapes. 

We have discontinued manufacturing corrugated steel, 
but give a table conforming with the most approved practice. 

We state in this edition the extreme length of beams, 
channels, angles, tees, bars and plates which we are willing 
to make, but -we call attention that these lengths might be 
exceeded in some special cases, and would invite correspond¬ 
ence on this subject in cases where longer lengths are 
imperative. 

The Standard Specifications for Structural Steel corre¬ 
spond with those adopted February, 1903, by the Association 
of American Steel Manufacturers. 

' The permissible working shear and bearing for rivets has, 
in many handbooks, been kept the same as when in former 
times wrought iron was used instead of steel. This is 
inconsistent with the balance of unit loads which are univer- 

V 

sally used in proportioning steel structures. We therefore 
give tables where the shear and bearing for rivets are given, 
which are permissible for quiescent loads such as in buildings, 
and for moving loads as in bridges, craneways, motor supports, 
or for similar purposes. 

We have inserted data relating to chains which we 
manufacture, pages 40 and 41. Also a table of wrought steel 
pipe for steam, gas and water, which we do not manufacture, 
for reference only; and a table of the Metric System com¬ 
pared with the U. S. Standard weights and measures. Other 
data will be noticed not contained in former editions. 

Pittsburgh, July, 1908. 




4 JONES & LAUGHLIN STEEL CO. 


STANDARD SECTIONS 
Steel Beams 

B. O. 

80, 85, 90, 95 and 100 (bs. 

I 















































6 


JONES & LAUGHLIN STEEL CO. 


STANDARD SECTIONS 
Steel Beams 


B. 25^ 

55,60,65 & 70 lbs. 
























JONES & LAUGHLIN STEEL CO. 7 


STANDARD SECTIONS 










































8 


JONES & LAUGHLIN STEEL CO. 


. STANDARD SECTIONS 
Steel Beams 






































JONES & LAUGHLIN STEEL CO. 


9 


STANDARD SECTIONS 
Steel Beams 




^ R 0 . 126 ^' 

9H, I2X, I4?i lbs. 

Ro.sV 

0.21 TO 0.504" y 



0.21 


B. 13 




</ 


S'SPECIAL BEAM 
B. 15 . . 


if" 

fO 

r\ 5.2 lbs. 

\ ^ 1 / 0.27 

r'Ti 

-t— 


'0.343 


0.213" 































10 JONES & LAUGHLIN STEEL CO. 


STANDARD SECTIONS 
Steel Channels 


0 - 4 " 



0.23 



<Sj 

04 

I 

I 

\ 









































2.628-- 


JONES & LAUGHLIN STEEL CO 


11 


STANDARD SECTIONS 
Steel Channels 





^ ® oilr" ,, 

4. 5 & 6 W-°4- 



:-2.04- 











































12 JONES & LAUGHLIN STEEL CO. 


SPECIAL CHANNELS 




^ 1 

vt 

0 

(b 

10 

nj 

CO 

CO 

i 

1 

CO 

1 

Y- 

1 

^ . 


7 SHIP CHANNEL 

C. 21 

18.20,22.1 |bs. 

R 

» 0.35 

0.328,0.412 & 0.50 \ 


0,.475" 


0.3j" 


? 

I 

I 

I 

0.525' 



e'^SHIP CHANNEL 0 . 23 " 

C. 16 R 0.25^ 
13.3.14.6,15.9,17.1 
& 18.4 lbs. 


n 

0.3125 TO 0.5625^ 


‘ 0.5 



7 .- 

I 

I 

51 

6 

in 

CO 


.-■t- 


G SHIP CHANNEL 

C. 22 

15.0 lbs. 


0.34 


0.35 


n 

R 0.25 


0 . 13 " 

;i 

in 

I . 

CO 

I 
I 


li,, -±- 


-6 


0.41 


3 AVERY CHANNEL 

C. 13 

CSse Note) ,, 

7/ ' 

Vn - , - o -r I 

J<- 5.13&7. I>i—i«- 


'W“r\ 


lbs. 






5 %"CHANNEL 

c. 15 





C. 14 





C. 17 


i^-l- 


T" 


r 


t 

|// |// 

! - - j_! 


'itj 

-— 




Note: C 13 made only by special arrangement 



























































t 






JONES & LAUGHLIN STEEL CO 


17 


ANGLES WITH UNEQUAL LEGS 



I 





















20 


JONES & LAUGHLIN STEEL CO. 


UNEQUAL LEGGED TEES —STEEL 


k 

--5------ 


k 



1 J-' 

1 


'\S^ t' 

t ^ 

1 








"732 


T. 31 

II lbs. 
(See note) 




's'M 

rX 

I 
I 

_i. 


/ii 




T. 33 
8.6 lbs. 
(See note) 




T 


Vs 


1 

I 

I 


4___iL 
\yr- 

7iti 



r—2>s- 






'm, 


32 


T. 27 

3.7 lbs. 




>/ I 


\ 4 -± 

H" 


I 

'r 


r32 

H IR 

T. 28 



4.9 lbs. 


! 

4' 





■^1 

i 


Note: T 31 & T 33 made only by special arrangement 












































































JONES & LAUGHLIN STEEL CO. 21 


EQUAL LEGGED TEES—STEEL 



I 

^ Vi 


T. 2 

12.4 lbs. 


/ T 

Vi'; 




_L 


- 2 ^ 0 . -^ 







































































22 


JONES & LAUGHLIN STEEL CO. 


EQUAL LEGGED TEES—STEEL 


H- 


K- - 



t 








T. 12 
2.33 lbs. 







5/ 

/32 


T. 15 

1.95 lbs. 


^32 


yie' 


'A R 

T. 16 


^•732 


2.06 lbs., , 
-W .<- 

V' 


-Tt- 


T. 17 

1.60 lbs. 





R=»/(6'^ 


Id'-- 


f — 2-^18 


Z. 4 

6,7,8,4,10.1 lbs. 


STEEL Z BARS 

h r--2%-*t 


iT 


I 


VL 


• l<—2% *®— 


<0 ;i 

1 

I CO 

.^±.2248—^ Z. 8 

110.9,12.5.14,2, 
- ^ 16 lbs. 


IK — 

K-213/J'- 


TT' 

■vL I 


7^' 


CO 


V|^6 R I 


± 


'k---2%---- 


NT 1 


r YH'"- 

SPECIAL Z BAR. 

Z. 9 

3.6 lbs. 


. // T 

*"32 Rl 

I 

1 

» . . 


.i-^2 


Ji\U 


































































JONES & LAUGHLIN STEEL CO. 


23 


GROOVED STEEL 


G. 13 




G. 12 , , 

1.12 lbs. 

lUi 


o 

A. 


0.19" 

T 


-H 

.ir 0.19 


(// 

r 


G. I 1 

1.04 lbs. 0.14 

“*H r 



rv^ 

1 


J I , 

r 


^.^0^9^ 

--4)8'—4 



G. 7 

0.77 lbs.. 






0 . 14 " 


k— 


Ti ^ 

—*10,271^ 

■4^—J 


<ri 

.i_ 


G. 5 


0.71 lbs. , 


0.69 lbs4->|>^ 


o V 

<r) i 
m I 


R 




G. 26 
0.58 lbs. 


G. 6 




fU/1 


._L 

0 , 109 " , 

~~r~^ 


.£ 


‘iT-, t 

T_i±=iz} 





r—:%- 




»i 

G. 4 

0.8 Tbs. 




rvi-A 


G. 3 

0.53 lbs 


y.. 


1 *1 


I .,'r^ 
}«— 


li: 


G. 2 
0.4 lbs. 

*1 

// _L_ -L 

,/ 1 

K—^-->1 


f I 

I —*10.28H-* 

I "7 ^7/ j 
--?8->1 


G. I 

0.43 Lbs. 


^2" 

>1 

I I 




kfL 


c .// n . 


I 
































































24 JONES & LAUGHLIN STEEL CO. 


GROOVED STEEL 




Note ; G 20 and G 21 made only by special arrangement 











































































JONES & LAUGHLIN STEEL CO. 25 

MISCELLANEOUS SHAPES—STEEL 
Channel Tires 


M. 96 
1.38 lbs. 









































































2G 


JONES & LAUGHLIN STEEL CO. 


MISCELLANEOUS SHAPES—STEEL 
Harvester Tires 


M.68 






5.0 lbs. 


%2 


Hi 


J'S^20° 






-fW?— 

- *1 


M.7I 

6.3 lbs. % 2 ' 












^-^20“ 
5^r- 






H R. 


r •TV— 


C:± 




M. 69 

5.85 lbs. 


'2/' \/f 




■“■7V~V «o 

■‘flS 


Qi: 




— 8K--- 

M. 90 

7.0 lbs. 


— » 


!«J 


Pi 


M. 73 

7.0 lbs. 


i % 

• / 2 I 




_ 

r25AC. 

‘ 32 '1 


- 10 - 


-I->4 

32 I 


M. 74 

6.75 lbs. 





\ 

T 

, .He R f- 
M R-P 



%'Ji 


M. 75 »o 

2.0 lbs. _”/ 


IP 


n 


M. im 

4.00 & 4.5 lbs. 



18 R. 

P'S- 


M. 77 

2.5 lbs. 

H- 


>! i<-- 


3-J4-- ' 

532 L 

i-i R Vl 


■ H'r 

M. 78 

1.96 lbs. 

H->{ 



m!’ 76)4 

2.68. 3.14 & 4.0 lbs. 



^-2X7--*^ 


M. 76^ 

1.75 lbs. 


--2M^'- 


M. 76H 

2.79 & 3.25 lbs 


M. 67M 



























































































/ 


28 


JONES & I. AUGHLIN STEEL CO 


MISCELLANEOUS SHAPES—STEEL 
Curved Sled Shoe Dropper Bar 



CYLINDER 
M. 19 

3.83 lbs. 


I 

K— 

I 




.4"_->19/ 


M. 9 


^ A 
V 


5.00 to 6.6,'lbs. 

M.;3 


M. 20 

3.75 lbs. 


_I* - 

t >6 "r.^ 

7.6 lbs. 

Xe r*-* 

_,.4- - ^ 


// 

18 

-f- 

I 

-i-. 




7T~ 

JL_ 


T 

M. 1 0 6.7 lbs. 


1^-3/ . 
'i2 


111 M 
/?2 



' M. 21 


4.64 to 6.0 lbs. 

M.,4 


>1 



4.27 lbs. 

i_:__ 

I 

' A 

V 

t m'^rH 

^ ^ 5.6 lbs. 

^ /s " ^ 

^- 2 


^-3'._. 

' i 


.X- 


"J* 

\ 

_V-. 


>1 

'll-IT- 


3.5'lbs. 

K-- — 

' 2KR.' 

IVI .16 



WAGON BOX 

Complete Lists of Sizes 


T 77 L 7 

M. 12 6.5 103. 

3 n I 

—->: 
_ 




3.18 Ibs.^ 
X—2'4"-,7-^. 
: '2 R. 


45 

li¬ 


on page 43 
- >, 

M. 44 


M. 1 3 4.95 lbs> 



'2.86 iDs.^ 

— 2"+—>1 

/l5i"R. 

I- 'h - 


' M R.'', 

M. 17 

0.92 los. 




^ ^ T 

Q ^ 11^ S ^ ^ " 

m'r. 

Xo.i'i to 11^2 

„ ,. v^.-T-. 2X-—.i 

i ■ S — j -r 

OVAL EDGE 4.58 

Complete Lists of Sizes 
on page 43 


^ M. 45 ^ ^64 to, 9'32 

I _ // //I 


■m"r. 


K- 15 ^--I t; 

I-i-ui-S' 






t 0.083" h-X-d 

M. Id 0.50 ibsT^j^^' 
See note 



K-2M--^ 




M. 18 




M. 16 

See note 


^ O.ObS" r-r y 

0.65 lbs.“^^|:^ 


0.84 lbs. M R- 
Note; M 15 & M 16 made only by special arrangement; 
































































JONES & LAUGHLIN STEEL CO. 


MISCELLANEOUS SHAPES—STEEL 


M. 62 




BACK CHANNEL 



H'" 
11 


X 2 U-Barl 
M. 105 
4.25 lbs. 
(See note) 




n 


A 


I ^7- 






cy 

1 

I 

I 

I 

I 


— 2^“-—>1 


HOE POINT 

M. 


I17|0.73 lbs. 


-Ay^- 


-i',a 

r 


Note : M 102, M 103 and M 105 made only by special arrangement 







































































































30 


JONES & LAUGHLIN STEEL CO 


MISCELLANEOUS SHAPES — STEEL 


Plow Beams 


M. I 13 



2" 13.17 lbs 

10.84 (( 
\% 9.67 « 

8.50 << 


M. 3! 


M. 125 




M. 120 



M. 121 

































































JONES & LAUGHLIN STEEL CO. 


31 


MISCELLANEOUS SHAPES —STEEL 
Cultivator Beams 


M. 33 
1.6 to ^ 
2.56 lbs. ^\S 

L 


M. 36 





1.68 to 2.32 lbs. 

1 IB I 


> iKlg'i' M.37 

I U 


M. 85 
1.4 lbs. 




0.75 Ibs.'^-'J';^ ' 


(See note) 



M. 8 I 20 lbs 


Rack Rails 
M. 82 18.75 lbs. 


12.5 lbs. 



(See note) ! ! 




'»•" 9.22 lbs. 


% 


Note : M 37 and M 88 made only by special arrangement 

























































32 JONES & LAUGHLIN STEEL CO. 


COLD-ROLLED REAPER AND HARVESTER 

FINGER BARS 

Accurately Finished and Straightened 



Note: H3 made only by special arrangement' 

































JONES & LAUGHLIN STEEL CO. 33 


COLD-ROLLED REAPER AND HARVESTER 

FINGER BARS 

Accurately Finished and Straightened 




1 



1 

1 

•K. ( 


H. 10 

\'2 

^32 

1.8 lbs. 



ft 

1 


^2 R- 

1 



1 

-i . 


^ I 


4 — 

I 

I 

1 

NV» 

Oi 

\- 

1 

1 

AJ 



“TK' 

I 

I 

I 

•K t 


\ 


-il:- 


o / 


\'y 

lbs. 


H. 12 




j 


k--IK- 



































JONES & LAUGHLIN STEEL CO. 



HOT-ROLLED REAPER AND HARVESTER 

FINGER BARS 


H. 17 


3.8 lbs. 



H. 19 (see note) 

3.1 lbs. 



H. 20 (see note) 



NOTE: H. 1-9, 20 & 21 made only by special arrangement, 











































JONES & LAUGHLIN STEEL CO. 


STEEL T RAILS 


SECTION R. I 
40 lbs. 



SECTION R. 2 
35 lbs. 




























3(3 


JONES & LAUGHLIN STEEL CO. 


STEEL 

SECTION R. 3 
30 lbs. 


TEE RAILS 

SECTION R. 8 
8 lbs. 




42 ;? 

21^ 

375? 


SECTION R. 7 
I2 lbs. 



SECTION R. 5 
20 lbs. 



I -fI 
-f s/mV 

9 • -> 


<N 


EAD 41 ^ 
WEB 21?? 
FLANGE 38?? 



l<.-^2-->j 


SECTION R. 6 
16 lbs. 

























































































































































































































































































JONES & LAUGHLIN STEEL CO. 39 


METHOD OF INCREASING SECTIONAL AREAS 

Dark portions represent the minimum sections, and the 
blank portions the added areas 







































































































JONES & LAUGHLIN STEEL CO. '41 


CHAINS 

Sizes, Weights, Dimensions and Proof Tests of Chains 
Manufactured by Jones & Laughlin Steel Co. 


z 


Straight Link Coil 
Chain 


S’t’d Close Link I S’t’d Stud Link 
Cable Chain Cable Chain 


! Size of Chj 

IN Inches 

Length of Link 
Inches 

. Width of Link 
Inches 

1 Weight per Ft. 

1 of Chain 

Proof Test for 
BB Chain 

Proof Test for 
BBB Chain 

Proof Test for 
Dredge Chain 

Length of Link 
Inches 

Width of Link 
Inches 

Weight per Ft. 

of Chain 

Proof Test 

Length of Link 
Inches 

Width of Link 

Inches 

Weight per Ft. 

of Chain 

Proof Test 

1 

W 

Lbs. 

Tons 

Tons 

Tons 

1 

W 

Lbs. 

Tons 

1 

W 

Lbs. 

Tons 

‘A’ 

13/a 


.5 

.39 

.45 

.5 










IKi 1 

.75 

.66 

.75 

.8 









A 

m lA 

1.10 

1.37 

1.6 

1.7 









Ji 

2 

1 13/8 

L.55 

1.92 

2.21 

2.36 









A 

2Kl lA 

2.00 

2.64 

3.05 

3.33 









% 

2K 

: 13/ 

2.65 

3.41 

3.92 

4.42 









A 

2vl IH 

3.25 

4.29 

4.93 

5.53 









rs 

3K 

2% 

4.2 

5.28 

6.07 

6.67 




. 





■ H 

3K 

2A 

5.0 

6.32 

7.28 

8.02 





1 





3K 

2K 

5.9 

7.59 

8.74 

9.24 





4^ 

2/ 

5 5 

10 1 


4 

2ii 

7.0 

8.91 

10.3 

10.7. 





4/ 

3 

6.3 

12 0 

% 

4K 

3 

8.0 

10.3 

11.9 

12.1 





5 

3/ 

8.2 

13.7 

iS- 

4K 

3K 

9.0 

11.8 

13.6 

14.5 





5/8 

3/ 

9.2 

15 7 

1 

4K 

3K 

10.0 

13.5 

15.6 

16.3 

4/8 

3K 

10.3 

12.6 

5/8 

3k 

10.2 

18.0 

lA 







5 

3/ 

11.8 

12.5 

6K 

3/ 

11.520 3 

m 

5% 

3/8 

12.5 

16.2 

18.6 

19.6 

5n 

3/8 

12.7 

15.1 

6K 

4/8 

12.322.8 

lA 







5K 

4H 

13.7 

16.9 

6/ 

4/ 

13.525.5 

IK 

6 

4K 

16.0 

20.1 

23.1 

24.0 

5/ 

4K 

15.2 

18.7 

i 7/8 

4/ 

15.0i28.1 

lA 







6 

4K 

16.5 

20.6 

7/ 

4/ 

16.2 

310 

in 

6K 

4K* 

19.0 

24.2 

27.8 

28.7 

6K 

4/ 

18.8 

22.6 

7/ 

4/8 

18.334.0 

lA 







6/ 

5 

19.724.7 

‘ 8/8 

5/8 

18.8 

37.2 

IK 

7K 

5K 

21.0 

28.9 

33.2 

34.6 

6/8 

5K 

21.727.0 

8K 

5/ 

21.2 

40.5 








7K 

5K 

23.0 

29.2 

8/8 

5/ 

23.8 

44.0 

m 

7/8 

5K 

as.o 

34.9 

39.0 

41.0 

7K 

5/ 

25.331.6 

9K 

5/8 

25.047.5 












9/ 

6 

26.2151.2 

in 











10 

6K 

28.855.2 

iVs 











10/ 

6/ 

33.863.3 












10/ 

7 

35.8 

67.5 

2 











11/8 

7/ 

38.8 

72.0 

2A 









.... 


11/ 

7/ 

42.3 

76.5 

2K 




. 







12 

7/ 

46.0 

81.2 

2A 









.... 


12/ 

8 

48.3 

86.1 

2K 











13 

8K 

50.0 

91.0 














Notes. —Safe working loads of chains are one-half of Proof Test Loads. 
Twist Coil Chains are made in all sizes from to f-inch, inclusive. Conveyor 
or Sprocket Wheel Chains are made to any dimensions required, and in order¬ 
ing give dimensions of links wanted, or preferably a sketch of same. 






























































































42 JONES & LAUGHLIN STEEL CO. 


ROUND BARS 

Sizes Rolled by Jones & Laughlin Steel Co. 



H 

X 

'V' 

H 

X 1 


H 

Maximum 

w 

O 

o 

o 


0 

0 

s 

c 

o 

Length 

S c/5 

< s 

Q ^ 

Si Q 

s § 

H O 

z 

u 

hJ h 

5 W 

S w 

Diame' 

[nches 

PZH 

g P 

h O 

55 i 
U 

hJ H 
s W 
§ W 

't. 

■ u 

s ^ 

< K 

Q z 

s § 

H O 

F 

4-» 

EET 


SCL, 

S 

k- - -H 

XCL, 



X^ 

to 


o: 

o 

s 

X 

< 

d 

o 

u 

X 

< 

*rH 

Q. 

o 

w 

rt 

-4-* 

C/2 

"o 

U 

7^ 

142.8 

23 

3K 

40.10 

45 1 

13^ 

3.379 

60 


VA 

140.4 

23 

3% 

37.56 

45 

Ifs 

3.014 

60 


m 

135.6 

23 

3^ 

35.09 

45 

1 

2.670 

60 


7 

130.9 

25 


32.71 

45 








3^ 

30.42 

45 

it 

2.347 

60 



126.2 

25 

3K 

28.20 

45 I 

Vs 

2.044 

60 


6^ 

121.7 

27 

33^ 

26.08 

45 

1^ 

1 A 

1.763 

60 


6^ 

117.2 

27 

3 

24.03 

45 I 


1.502 

60 

225 

63^ 

112.8 

30 



1 

it 

1.262 

40 

265 

6^ 

108.5 

30 

2% 

22.07 

45 


1.043 

40 

315 

6M 

104.3 

32 

2M 

20.20 

45 


0.845 

40 

285 

63^ 

100.2 

32 

2^ 

18.40 

45 

1 7 

3^ 

0.754 

40 

395 

6 

96.14 

34 

23^ 

16.69 

45 


0.667 

40 

450 




2% 

15.07 

45 1 





5K 

92.17 

34 

2M 

13.52 

60 ' 

1 5 

3 2 

0.587 

40 

255 

5M 

88.29 

38 

23^ 

12.06 

60 


0.511 

40 

295 

5^8 

84.49 

38 

2 

10.68 

60 

1 3 

3"^ 

0.441 

40 

340 

53^ 

80.77 

42 





0.375 

40 

400 

5^ 

77.15 

42 

lit 

10.02 

60 

tt 

0.316 

40 

475 

5M 

73.60 

45 

IJ^ 

9.388 

60 


0.261 

40 

575 


70.14 

45 

lit 

8.773 

60 

9 

JJ 

0.211 

30 

90 

5 

66.76 

45 

lA 

8.178 

60 

A 

0.167 

30 

90 

4K 



lit 

7.604 

60 i 


0.128 

30 

85 

63.46 

45 


7.051 

60 

0.094 

30 

65 


60.25 

45 

1^ 

6.520 

60 






57.12 

45 

13^ 

6.008 

60 





43^ 

54.07 

45 

1* 

5.518 

60 





m 

51.11 

45 

1^ 

5.049 

60 





4M 

48.24 

45 

1 5 

4.600 

60 





43^ 

45.44 

45 

IM 

4.173 

60 ! 





4 

42.73 

45 

1t^ 

3.766 

60 1 






Note.—M aximum lengths denote shipping lengths. 














































JONES & LAUGHLIN STEEL CO. 43 


SQUARE BARS 

Sizes Rolled by Jones & Laughlin Steel Co. 






H 

X 

h 

O 


E-i 

Maximum 


o 

S 


O 

o 

u 

1 2 w 

o 

o 

Length 

2 

CO w 

, - , s 

c/3 
^ Q 

z 

H 

hJ h 

Side 

:hes 

Q 

z 

H 

h-1 H 

W W 

Ijh 

c/3 

Feet 

“ z 

W z 

\ ^ « 

w z 

HH 




u 

S i 

Z ! 

< j 

K- - ^ 

X 

H O 
SO, 

o 

a 

< 

i<- >1 G 

;□" 

1 

X 

H 

itraight 

Coiled 






s 

j 


C/J 



61.41 

45 

IM 

10.41 

60 

I H 

1.913 

60 


4 

54.40 

45 


9.682 

60 

if 

1.607 

40 


3M 

47.82 

45 


8.978 

60 


1.328 

40 


33^ 

41.65 

45 


8.301 

60 


1.076 

40 


3M 

35.92 

45 S 

13^ 

7.650 

60 

1 7 

3 2 

0.960 

40 


3 

30.60 

45 


7.026 

60 

3^ 

0.850 

4Q 


m 

25.71 

45 


6.428 

60 

1 5 

3 2 

0.747 

40 



23.43 

45 


5.857 

60 

* 

0.651 

40 

70 


21.25 

45 

IM 

5.313 

60 

1 3 
' 3 2 

0.561 

40 

70 

2^ 

19.18 

45 


4.795 

60 

Vs 

0.478 

40 

75 

2^ 

17.21 

45 


4.303 

60 

1 1 

3 2 

0.402 

30 

75 

23^ 

15.35 

45 

Ifs 

3.838 

60 

A 

0.332 

30 

80 

2 

13.60 

60 

1 

3.400 

60 

'S^ 

0.269 

30 

80 

lit 

12.76 

60 

15 

16 

2.988 

60 

H 

0.212 

30 

75 


11.95 

60 

Vs 

2.603 

60 

3 2 

0.163 

30 

70 

lit 

11.17 

60 

if 

2.245 

60 

^ I 

[ 

0.120 

30 

70 


Bevel Edge or Wagon Box 

.L.± 


B, 


■f 


-c— 

3 


-A- 


Oval Edge or 
Reach Plate 

T - 


A 

B 

R 

Ins. 

Ins. 

Ins. 

23 


Vs 

H 

Vs 

Vs 

■H 


Vs 

2 7 
31 

fi 

Vs 

Vs 


Vs 

Vs 


Vs 

1 

M 

Vs 

IVs 

jj 

Vs 


A 

B 

C 

Ins. 

Ins. 

Ins. 


No. 12 


M 

No. 12 


H 

No. 14 


H 



H 

M 


if 

No. 13 


Vs 

No. 14 


Vs 




A 

B 

c 

Ins. 

Ins. 

Ins. 

Vs 

K 

if 

1 

3^ 

A 

1 

No. 12 


1 

K 


13^ 

No. 12 


iVs 

K 


IM 



IK 

ii 



Note.—M aximum lengths denote shipping lengths. 

















































































44 


JONES & LAUGHLIN STEEL CO 


OVALS, HALF OVALS, HALF ROUNDS, 
HEXAGONALS AND BLUNT OVALS 

Sizes Rolled by Jones & Laughlin Steel Company 


Ovals 

/ 




Vs 

Vs 

V 

1 

1 

IM 


_9_ 
3 2 

A 

ire 

ire 


M 


0) 

ti 

c 


-*-* (/> 
-CTS 
M C 
*5j ^ 


MO.297 
0.376 
If !o.465 
0.551 
0.669 


11 
3 2 
15 

ll|0.632 


64 


11 

16 


45 
?¥ 
2.5 
3 2 

15 

16 


Blunt Ovals 



-W——H 


<l> 

42 

U 

C 


Vs 




H 

A 


Pi 


ire 

fl 

tI 


1^ 

ire 


42 

bjOc 

‘S 3 


0.557 

0.735 

1.020 


Half Ovals 

1 Half 





1 Rounds 





/ 


1 


, 


L. 

\ 

1 

—.yiV—f--* 

<Jr/ 

j 




C/5 

Crt 

c/5 

<V 

-*-• c/5 

42 

C/5 

0) 

W eight 

Pounds 


k5» 42 
^ U 




1—< 

►—t 



S 


3 

3 2 

1 5 
■64 

0.084 

1^ 

0.131 

A 

7 

^4 

9 

3 2 

0.114 


0.187 



5 

16 

0.149 

ire 

0.256 


-^13 

5 r 

64 

0.170 

3^ 

0.334 

9 

16 

9 

64 

11 

3l 

0.198 


0.522 


sre 

25 

64 

0.232 

'ire 

0.631 


ire 

1 1 

3 2 

0.282 


0.751 

H 


1 5 
3 2 

0.335 

Vs 

1.032 

Vs 

3^ 

3 5 
64 

0.455 

1 

1.335 

1 

M 


0.585 

13^ 

1.690 

^Vs 

9 

3 2 

4 5 
64 

0.754 

IM 

2.086 

IM 


2 5 

3 2 

0.930 

13^ 

3.004 

13^ 

vm 

0.876 

rv 

4.089 

13^ 


1^ 

1.100 

2 

5.34 

M2 


15 

16 

1.335 



IM 

ire 

1 3 

^62 

1.825 



2 

3^ 

IM 

2.380 


1 

2 


Iff 

1.751 



2M 

1^ 

2t^ 

1.623 



23^ 

3^ 

lit 

2.915 



23^ 


li% 

3.716 



3 


3ft 

2.584 



3 

ire 

02 5 
^3 2 

3.006 




Hex AG¬ 
ON A LS 



M C 


5 

16 1 


JL* 

16 f 

1^ 

11 
16 I 

M 


15 

16 

1 


iVs 

lire 

iM 

lA 

m 

ii^ 

^V2 

ii^ 

m 

iH 

lit 


0.283 
0.414 
0.564 
0.736 
0.932 
1.150 
1.392 
1.656 

1.944 
V 2.254 

2.588 

2.945 
3.324 
3.727 
4.152 
4.601 
5.072 
5.567 
6.085 
6.625 
7.189 
7.775 
8.385 
9.018 
9.673 

l%il0.352 
Ifl 11.053 




































































JONES & LAUGHLIN STEEL CO. 


’irj 


STEEL HOOPS 

Sizes Rolled by Jones & Laughlin Steel Company 


Width 

Inches 

Gauge 

Width 

Inches 

Gauge 

y2 

13 to 19 

i 

iM 

13 to 19 

Vs 

13 to 19 

! *2 

13 to 18 

M 

13 to 19 


13 to 16 

Vs 

13 to 19 





13 to 16 

1 

13 to 19 

2^ 

13 to 16 


13 to 19 

! 

13 to 16 

w 

13 to 19 


13 to 16 


13 to 19 

2H 

13 to 16 

13^ 

13 to 19 

3 

13 to 16 

1^ 

13 to 19 




ROUND EDGE STEEL FLATS 
(Measurement Over All) 


^ Advancing in 

3^ to S}/2 wide by to 1 in. thick . < width and thick- 

( ness by 16ths, 


ROUND EDGE STEEL TIRE 
(Measurement on Flat) 


( Advancing in 

^ to 3 in. wide by ^ to 1 in. thick . j width and thick- 

C ness by IGths. 





























4G JONES & LAUGHLIN STEEL CO. 


LONGEST LENGTHS IN FEET, 0"F FLAT BARS 
Rolled by Jones & Laughlin Steel Company 


Thickness in Inches 



A 

H 

A 

Vs 

A 


A 


IX 

16 

H 

H 

Vs 

1 

IH 

IH 


2 

16 




75 

75 

75 

75 

75 

75 

75 

75 

70 

70 

60 

45 

44 

38 

15 


, , 


75 

75 

75 

75 

75 

75 

75 

75 

70 

70 

60 

45 

44 

38 

14 


75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

65 

65 

50 

40 

40 

35 

13 


75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

65 

65 

50 

40 

40 

35 

12 


75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

65 

65 

50 

40 

40 

35 

11 


75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

65 

65 

50 

40 

40 

35 

10 

50 

75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

65 

65 

50 

40 

40 

35 

9H 

50 

50 

50 

50 

50 

50 

46 

42 

38 

35 

32 

30 

26 

21 

17 

15 

13 

9K 

50 

50 

50 

50 

50 

50 

46 

42 

38 

35 

32 

30 

26 

21 

17 

15 

13 

9 

50 

75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

65 

65 

50 

40 

40 

35 

8H 

50 

50 

50 

50 

50 

47 

41 

37 

33 

31 

28 

26 

23 

18 

15 

13 

11 

8 

50 

50 

50 

50 

50 

50 

50 

45 

41 

37 

34 

32 

28 

22 

18 

16 

14 

7M 

50 

75 

75 

75 

75 

75 

75 

75 

75 

75 

70 

65 

65 

50 

40 

40 

35 

7M 

50 

50 

50 

50 

50 

50 

50 

45 

41 

38 

34 

32 

28 

22 

19 

16 

14 

7H 

50 

50 

50 

50 

50 

50 

50 

50 

47 

43 

39 

36 

32 

25 

21 

18 

16 

7 

50 

50 

50 

50 

50 

50 

50 

50 

48 

44 

40 

38 

33 

26 

22 

19 

16 

6M 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

38 

33 

26 

22 

18 

16 

6H 

50 

50 

50 

50 

50 

50 

50 

50 

48 

44 

41 

38 

33 

26 

22 

19 

16 

6 

50 

50 

50 

50 

50 

50 

50 

50 

50 

49 

45 

42 

36 

29 

24 

21 

18 


50 

50 

50 

50 

50 

50 

50 

48 

43 

40 

36 

34 

30 

24 

20 

17 

15 

5 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

47 

38 

31 

26 

23 

4H 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

40 

34 

29 

25 

4M 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

43 

37 

32 

28 

4 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

50 

45 

39 

33 

29 

ZH 

40 

40 

40 

40 

40 

40 

40 

37 

33 

32 

29 

27 

24 

19 

15 

34 

30 

zy2 

40 

40 

40 

40 

40 

40 

40 

40 

37 

34 

31 

29 

25 

20 

17 

37 

32 

zH 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

34 

3 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

38 

2M 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 


40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

2H 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

2 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

36 

30 

25 


IH 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 



IH 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 




m 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 





1 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 

35 






f 

















































































JONES & LAUGHLIN STEEL CO. 


47 


FLATS 

Sizes Rolled by Jones & Laughlin Steel Co. 


Width 

Inches 

Thickness 

Inches 

Width 

Inches 

Thickness 

Inches 

[ 

1 

Width 

Inches 

Thickness 

Inches 


No. 12 to 

SH 

No. 12 to 3A 

7 

No. 11 to 2 

H 

No. 12 to 

3A 

No. 12 to 3M 

7M 

No. 11 to 2 

H 

No. 12 to 

3H 

No. 12 to 3 

7A 

No. 11 to 2 

Ji 

No. 12 to a 

3H 

No. 12 to 33^ 

7H 

No. 11 to 2 



3A 

Mto33^ 

714 

No. 10 to 3 

1 

No. 12 to 





IVs 

No. 12 to 1 

4 

No. 12 to 33'^ 

8 

No. 11 to 2 

IH 

No. 12 to 13^ 

4A 

No. 11 to 2 

8A 

No. 11 to 2 

IH 

No. 12 to IM 

4A 

No. 12 to 2 




No. 12 to lA 

4H 

No. 11 to 2 

9 

No. 11 to 2 

15 ^ 

No. 12 to lA 

4A 

No. 11 to 2 

9A 


IH , 

No. 12 to lA 

4A 

No. 11 to 2 

9A 

A to 3 

VA 

No. 12 to lA 

4A 

No. 11 to 2 





4A 

No. 11 to 2 

10 


2 

No. 12 to m 





' 2H 

No. 12 to 13^ 

5 

No. 11 to 2 

11 

Mto2 ' 

2H 

No. 12 to 2 

5H 

No. 11 to 2 



2,34 

No. 12 to 13-^ 

5A 

No. 11 to 2 

12 

Mto2 

2A 

No. 12 to 234 

5M 

No. 11 to 2 



2ys 

No. 12 to lA 



13 

A to 2 

2H 

No. 12 to 23^ 

6 

No. 11 to 2 



2A 

No. 12 to 2H 

6A 

No. 11 to 2 

14 

A to 2 



6A 

No. 11 to 2 



3 

No. 12 to 214 

6A 

No. 11 to 2 

15 

H to 2 

3H 

Hto2A 





3M 

No. 12 to 3 



16 

A to 2 


NUT STEEL 


Width 

Inches 

Thickness 

Inches 

Weight 
PER Foot 

A 

A 

0.664 

U 


0.767 



1.080 


t4 

1.162 

h 

A 

1.434 

k 

il 

1.580 


u 

2.483 


Width 

Inches 

Thickness 

Inches 

Weight 
PER Foot 

IVs 

H 

2.630 

lA 

H 

2.776 

li^ 

U 

3.280 


5 6 . 
32 

3.237 



3.367 

US 

§ 

3.410 

m 

10 

4.482 


Width 

Inches 

Thickness 

Inches 

Weight 
PER Foot 

Ul 

ItV 

5.757 

US 

li^ 

7.192 

Hi 

lA 

8.785 

2^ 

ItV 

10.69 

2A 

lA 

12.61 


Note.— See page 46 for maximum lengths of flats. 







































































48 JONES & LAUGHLIN STEEL CO. 


CO 

w 

h 

< 

Oh 

W 

w 

h 

CO 

Q 

W 

< 

W 

X 

CO 


6 

o 


(U 

(L) 

4-> 

CO 

c 

X! 

hij 



XI 


• 

V. 

V 

00 

o 


c 

o 

nd 

(U 

*0 

Pi 

CO 

a 

4-> 

Sh 

bA 

C 

ccJ 

4-> 

O 

<u 

Pi 

o 

CO 

(U 

N 

CO 


- 


O O O O O O O O O O O O O Q O O ^ ^ M 
':£?o:ooooO'*^^C!:r':CcooO'^-t<0005 




(M 

CO CO eo CO CO ec e*5 CO CO c«5 c<5 cc CO c<j iM (N cs’-' ' | 



OOOOOOOOOOOOCO'<*‘<NOCOC;^ li 


O 

cr- ro ("*• r'-i fo fO m CD lO ^-h 05 1 l 

' 

CO 

CO CO CO CO CO CO CO CO CO CO CO CO CO CO (M C^l ca <N I-I 1 



oooooooooooooo<M<Nocooi i 


o 

O :0 O O CC O CC O O O O O O O uo lOr-H C5 1 



CO CO 00 CO CO CO CO CO CO CO CO CO CO CO 05 CS 



OOOOOOOOOOOOOOOC^ICQOCOC^ 
’^:OO^OCOOOOOOCOOO^>J0051—‘C5 



' 


CO CO CO CO CO CO CO CO CO CO CO CO CO CO (M (N <M t-l 1 



COOOOOOOOOOOOOOOO'^'^05 1 


00 

COOOcCOOOc^CCO?OOOQ’^'^OOC5 

CO CO CO CO CO CO CO CO CO CO CO CO CO CO 05 05 05 <M »-H | 





0500000000000'^0500000000 



1—I00000000cc'0'^t0i0050500 00 0 



CO CO CO CO CO CO CO CO CO CO CO CO 05 05 05 05 »-H »-H 1-H 

] 


1 

OOOOOOOOOOO'^(MOc0'^'^00C<) 1 


o 

00c00^00000^05i0’^r-<0t^0«0 ! 

! 

I ^ w 

iO 

COCOCOCOCOCOCOCOCOCOCOC00505 05 05’— 

1. H 

r i 


000000000000000'^0500?c0 

1 ^ 

o 

OOOOOOOOOtCCCO’^OlOC'-COkOiO i 

' ^ 

o 

CO CO CO CO CO CO CO CO CO CO CO CO 05 05 CS 1—»’-H 1-H 1—J 1 

o 


00 O O O O O O O O O O 00 00 O 05 O CD CO o 


rt4 

COOCOOCCCCCCOCCO-^OCC^t-iOOOlOlClO 

>L 

H 

o 

o 

05COCOCOCOCOCOCOCOCOC0 05 05C5»-<^^^^ 

i 1 

i ' ^ 

' 1 W 


’^OOOOOOOOO'^COCO'^OOOCD'^'^ 

X 

0 

CO 

0-^000 ccccoo«;<Mt^.-iOoocciC'^-^ 

«o 

05COCOCOCOCOCOCOCOCOC005 05 05»-»^^i—ii—1 |i 

1 

z 

05 

050000000000'^CC05000^'^00 1 
iOO^Tt-OcDOCDcDCDOCD^C500CO'^'«fCO 1 

i H 

!>» 

05COCOCOCOCOCOCOCOCOC00505T—iT-Hi—(»—iT-11—« | 

: a 

1 ^ 

O 

00500000000000'^OOOcO'^Tt<05 1 

00 O OOC O oo CD ID TtH Tt< CO ;1 


05 05 CO CO CO CO CO CO CO CO 05 05 05 ^ 1-H T-H 1—j i-H t-h T 

! i 



00C0-^CD05’^-^OOOC0CD05 00OC0 05 05CD 


o 

05t^CDt^^0505000t-i--'05CCuOiOCOC0 05 


00 

0505O505C0C0C0C0COC005O5'—<1—i 


00 

tD->*ilM'^00OO<»CCc0OC0(N00«0'f (M(MO ! 

1 —1 o LO o oc o o 1^ 1 oj o mc<5 eo c<i i 

1 

05 05 05 05 05COCOC5 05 05 05 05i-ti-ti-ir-(,-H^i-4 

1 

00 

00 

1 

(MO C<l IM (N (N O O O CO <M O «0<M O O 1 

O5CO'r»C>OvOlO-^-^'fT-(O500»O'^CO(M(M.—1 

j 

^05 05 05 05 05 05 05 05 05 05i-H^i-Hi-HT-ir-.^i-i j 



05 (N O C O O O CO CO CO ■>* C<l 00 Tt< Tt< (M o o oo ! 


o 

C5 ^ T}- T—1 1 r-X o 05 CD Tt^ CO 05 rva CD 

1 

05 

05 05 05 05 05 05 05 05 05 i*h rH r-H rH | j 

* 1 



.0050CCOCDCD'^'^'^050CD’rt<05000COCD 

i 

05 

• '^C50505T-*^OOOC500^Tf<C00500ai 

• 05^t^05 05 05 05 0505^’^^^^i-h»— 

1 

1 

) 

00 

05 

•OOOCC|OCOOC<JC<J(MOOCO(M<MOOOOO . 

•CC OOOi Oi 05 05 05 05 00 OOIO CO CO <M o o . 




C^5 

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o 

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1 


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s ^ 


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CO 


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rt 

rt 


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a 

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o ^ 


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C 


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4-> 


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<i) 

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V 

V 

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d 

d 

s 

s 


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i 


JONES & LAUGHLIN STEEL CO. 49 


RECTANGULAR PLATES ROLLED ON 78-INCH 


MILL 


Sizes Rolled by Jones & Laughlin Steel Company 


Width and Length of Plates in Inches 


Thickness 


No. 11 ... . 
No. 10 ... . 
No. 9 ... . 
No. 8 ... . 
^ inch .... 
j 2 and 3^ inch 
inch .... 
^inch .... 


GG 

! 

GO 

1 

5G 

52 

48 

44 

40 

3G 

32 

28 

24 


144 

168 

180 

192 

204 

216 

228 

240 

252 

264 

120 

168 

180 

192 

204 

216 

228 

240 

252 

264 

276 

120 

168 

180 

192 

204 

216 

228 

240 

252 

264 

276 

120 

168 

180 

192 

216 

228 

240 

252 

264 

276 

288 

120 

192 

204 

216 

228 

240 

264 

288 

300 

300 

300 

120 

192 

204 

216 

228 

240 

252 

264 

276 

288 

300 

108 

144 

156 

168 

180 

192 

204 

216 

264 

300 

300 

96 

120 

144 

156 

180 

192 

216 

240 

252 

264 

276 


CIRCULAR PLATES 


Thickness in 
Inches 

Maximum 
Diameter in 
Inches 

Thickness in 
Inches 

Maximum 
Diameter in 
Inches 

Vs 

65 


103 

■5^ 

65 


. 103 

M 

90 

IT 

16 

103 


100 

M ) 



103 

up to > 

103 


103 

) 


y2 

103 




Plates of greater width than shown in this schedule may 
be submitted for special consideration. 

All our plates are accurately straightened by the most 
improved straightening methods known. 

















































50 


JONES & LAUGHLIN STEEL CO. 


WEIGHTS AND DIMENSIONS OF STEEL TEES 


With Equal Legs 


Section 

No. 

Size in 

Inches 

Thickness of Metal, Inches 

Weigh- ' 

PER 

Foot 

Flange 

Stem 

Flange 

Stem 

T 1 

4 

4 

• 3^ 

to 

9 

16 

3^ 

to 


13.90 

T 2 

4 

4 

A 

to 

3^ 


to 

3^ 

12.40 

T 3 


33 ^ 

1 ^ 

to 

3^ 


to 

3^ 

10.40 

T 4 

W 2 

33 ^ 


to 


^8 

to 


9.30 

T 5 

3 

3 


to 

ire 


to 

ire 

7.85 

T 6 

3 

3 


to 



to 


6.60 

T32 

3 

3 

H 

to 

ire 

3i 

to 

A' 

5.68 

T 7 

23 ^ 

23 ^ 

Vs 

to 

1 % 


to 


6.32 

T 8 

23 ^ 

23 ^ 


to 


A 

to 

% 

5.40 

T 9 

2M 

2M 

A 

to 

11 

3 2 

A 

to 

I I 

3^ 

4.62 

TIO 

2M 

2M 


to 

9 

3 2 

3€ 

to 

9 

4.12 

Til 

2 

2 


to 


3^^ 

to 

9 

3.50 

T12 

1^ 

IH 


to 


A 

to 

7 

3^ 

2.33 

T13 


IH 

H 

to 

9 

:5’2 

3 ^ 

to 

9 

sir 

3.00 

T14 

13 ^ 


. M 

to 

9 

3 ^ 

to 

/ir 

2.50 

T15 

13 ^ 

13 ^ 


to 

7 

Sir 

A 

to 

A 

•1.95 

T16 



H 

to 

9 

3 ^ 

34 

to 

■3^ 

2.04 

T17 


IM • 


to 

7 


to 

7 

3^ 

1.60 

T18 

1 

1 


to 


A 

to 

7 

35 - 

1.25 

T19 

1 

1 

Vs 

to 

■ 5 V ^ 

Vs 

to 

7 

■3^ 

0.90 

% 


With Unequal Legs 


Section 

No. 

Size in 

Inches 

Thickness of Metal, 

Inches 

Weight 

PER 

Foot 

Flange 

Stem 

Flange 

Stem 

T31 

• 

5 

23 ^ 

3^ 

to 

A 


to 

2 1 

11.00 

T33 

43 ^ 

3 


to 

3^ 

A 

to 

3^ 

8.60 

T30 

m 

4 

3^ 

to 


3^ 

to 

A 

12.80 

T29 

33 ^ 

4 


to 

A 

3^ 

to 

ire 

9.90 

T23 

33 ^ 

3 


to 

3^ 

-h 

to 

3^ 

9.80 

T24 

33 ^ 

3 


to 

A 

3^ 

to 

A 

9.00 

T25 

3 

33 ^ 

3^ 

to 

ire 

3^ 

to 


8.60 

T26 

3 

33 ^ 


to 

3^ 


to 

3^ 

9.80 

T27 

234 

1% 

3€ 

to 

9 

3 2 

3€ 

to 

3% 

3.90 

T28 

23 ^ 

2 


to 

11 

3^ 


to 

33 

4.80 


Note.—T he maximum length in which we can furnish tees is 35 feet. 
In ordering extreme lengths a leeway of five feet will facilitate the execution 
of orders. 













































JONES & LAUGHLIN STEEL CO. 51 

% 


Z BARS 

Sizes, Weights, Dimensions and Maximum Lengths, 
Rolled by Jones & Laughlin Steel Co. 


% ^ 

2 « 

v> 
d. U 

o X 

05 U 

05 Z 

Size in Inches 

p:^ 

HI 

PLh 

to 2; 

O o 

HUM 

Feet 

u g 
w jr 

g < 




X 0 
2(^ 

< H 

U u 
to w 

z £ 

5 






w 

<;c« 



X H 

HS 

Flange 

Web 

Flange 



to 

Z4 

X 

2H 

3 

2H 

6.7 

i.97 

54 

Z4 


2^4" 


25^ 

8.4 

2.48 

50 

Z4 

H 

2M 

^/i 

2H 

10.1 

3.00 

41 

Z8 

7 

T? 

2H 

015 

2X 

10.9 

3.20 

34 

Z8 

X 

2H 

3 

2|i 

12.5 

3.69 

30 

Z8 


2^ 


2^ 

14.2 

4.18 

26 

Z8 

X 

2H 


2H 

16.0 

4.69 

23 

Z9 


IX 

3 

IX 

3.6 

1.06 





















































































































WEIGHTS PER FOOT AND DIMENSIONS OF ANGLES — UNEQUAL LEGS 


JONES & LAUGHLIN STEEL CO. 53 


lOlr- 

i-iH 


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oco 

CO 05 


05 CO 

05 

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05 05 

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CON 













































































































54 


JONES & LAUGHLIN STEEL CO 


LONGEST LENGTHS IN FEET OF ANGLES 
Rolled by Jones & Laughlin Steel Co. 


(A 

w w 






Thickness 

IN 

Inches 




A 


A : 

Vs 

A 

3^ 

A 


H 


u 

Vs\ 

_j 

1 

lA 

8 X8 

1 






95 

95 

95 

95 

95 

95 

95 

95 

95 

6 X6 

1 



i 

100 

100 

100 

100 

100 

100 

100 

100 

100 : 

100 


6 X4 

... ! 




100 

100 

100 

100 

100 

100 

100 

100 

100 i 

100 


6 X3H 

1 



1 

100 

100 

100 

100 

100 

100 

100 

100 

100 

100 


5 X5 




1 

i 

100 

100 

100 

100 

100 

100 

100 

100 

100 

100 


5 X4 

.... 




100 

100 

100 

100 

100 

100 

100 

100 

100 



5 




100 

100 

100 100 

100 

100 

100 

100 

100 

100 



5 X3 




100 

100 

100 

100 

100 

100 

100 

100 

100 

100 ; 



4HX3 




54 

54 

54 

54 

54 

54 

50 

46 

44 

1 



4 X4 




54 

54 

54 

54 

54 

. 52 

47 

44 

42 




4 X3H 




54 

54 

54 

54 

54 

54 

50 

46 

42 




4 X3 




54 

54 

54 

54 

54 

54 

54 

50 

46 




3HX3]4 


54 

54 

54 

54 

54 

54 

54 

54 

54 

50 

46 




3HX3 



54 

54 

54 

54 

54 

54 

54 

54 






3HX2H 



54 

54 

54 

54 

54 

54 

54 

54 






3MX3M 

• • • 

54 

54 

54 

54 

54 

54 

54 

54 







3 X3 

54 

54 

54 

54 

54 

54 

54 

54 

54 







3 X21X 



54 

54 

54 

54 

54 

54 

54 







3 X2 ■ 


50 

50 

50 

40 

35 

31 









2HX2H 

50 

50 

50 

44 

38 

32 

28 









2HX2H 

50 

50 

50 

50 

40 

35 

31 









21^X2 

• • • 

50 

50 

50 

45 

45 

35 









2y2XlH 

... 

50 

50 

50 

45 

45 

45 









2Hxm 


50 

50 

50 

45 

45 

45 









2MX2M 

50 

50 

50 

50 

45 

40 

35 









2 X2 

50 

50 

50 

50 

45 

45 

45 









2 XIH 

• • • 

35 

35 

35 

35 

• • • 










2 Xl^ 


35 

35 

35 

35 











1^X1^ 

35 

35 

35 

35 

35 

35 











35 

35 

35 

35 

35 


1 









ll^XlM 

35 

35 

35 

35 

1 











1 XI 

45 

45 

45 




1 









HX H 

45 

45 















Lengths given are in feet. In ordering extreme lengths, a leeway of 
five feet will facilitate the execution of orders. 






























































































JONES & LAUGHLIN STEEL CO. 55 


AREAS OF ANGLES 


Size 

Inches 


5 

5 

5 

5 


8 X8 
6 X6 
6 X4 
6 XSJ^ 
X5 
X4 
X3V^ 
X3 
4HX3 
4 X4 
4 X3i^ 
4. 

3J^X3i^ 

3MX3 

3J^X2H 

3MX3M 

3MX2 

mxiH 

3 X3 
3 X2>^ 
3 X2 
2^X2^ 

2HX2}4 

2HX2 

2y2XlH 
2y2Xi}4 
2HX2H 
2 X2 
2 XIJ^ 
2 xm 
iHxm 
IHXIH 
IJ^XIM 
IMXIM 
1 XI 
1 X Vs 
MX M 




A 


1.09 


1.00 


0.76 


0.88 


M 


A 


2.40 
2.25 
1 . 942.40 


2.09 
1 . 692.09 


Va 


A 


4.36 

3.61 

3.42 

3.61 

3.24 

3.05 

2.86 

2.68 

2.86 


2 . 683 . 093.50 


2.48 

2.48 

2.30 


1 

1.44'l.'782.11 
1.561.932.30 
1.261.561.82 


0.91 

0.71 
0 . 620.88 
0.81 
0.76 
0.71 


1.44 

1.31 


1.78 

1.62 


0 . 480.71 
0.62 
0.59 
0 . 420.62 


1.311.62 


1.19 

1.06 

1.00 

0.94 

1.06 

0.94 

0.81 


2.11 

1.92 


1 . 191 . 471 . 732 . 002.25 


1.31 


1.15 

1.00 


0 . 790 . 971.12 


0 . 360.53 
0 . 300.43 
0 . 240.34 
0.19 0.'27 
0 . 170.25 


0 . 811.00 
0 . 570 . 760.92 
0 . 690.84 


0.56 

0.44 


0.71 


5.06 




7.75 

5.75 


4 . 184.75 
3 . 974.50 

4 . 184.75 
3 . 764.26 
3 . 5314.00 

3 . 313.75 
3 . 093.50 
3 . 313.75 


2 . 873.25 

2 . 87 . 3.25 
2 . 653.00 
2 . 432.75 
2 . 6 . 53.00 
2 . 1112.38 

2 . 43^75 

2 . 222.50 


1 . 922 . 222.50 


A 


1 . 471 . 732 . 002.25 


1 . 551 . 782.00 


36 

55 


1.36 

1.17 


1.17 

1.09 

0.99 


1 . 5611.76 

1 . 782.00 


1.56 


1.30 


1.75 






8.68 9.61 
6 . 437.11 
5 . 31 | 5.86 
5 . 035.55 

5 . 31 I 5.86 

4 . 7415.24 

4 . 4714.92 

4 . 184.61 

3 . 914.29 
4 . 184.61 

3 . 9114.29 

3 . 6213.98 

3 . 623.98 
3 . 343.67 
3 . 003.36 
3 . 343.67 
2.64 


3.06 

2.78 


3.36 

3.06 


10.53 

7.78 

6.41 

6.06 

6.41 

5.71 

5.37 

5.03 

4.68 

5.03 

4.68 

4.34 

4.34 

4.00 

3.60 


H 


13 

16 


^8 


11 . 4412 . 3413.23 

8.44 9.09 9.74 
6.94 7.471 7.99 
6 . 56 ! 7.06 7.55 
6.94 7.471 7.99 
6.181 6.65 7.12 
5.81 6 . 25 j 6.67 

5.44 5 . 84 ' 6.28 
5.06 5.44 
5.44 5.84 
5 . 06 ! 5.44 
4 . 69 ! 5.03 
4.09 5.03 


Size 

Inches 

1 6 
16 

1 

lA 

IH 

8 X 8 

14.12 

15.00 

15.87 

16.73 

6 X 6 

10.37 

11.00 



6 X 4 

8.50 

9.00 



6 X 33 ^ 

8.03 

8.50 



5 X 5 

8.50 

9.00 




Size 

OF 

Hole 


ft 

H 

1 5 

I 6 


Area to be Deducted for One Hole 



3 

16 


A 

Vs 

7 

16 


A 

ys 


M 



1 5 
16 

1 

1 A 

.07 

.11 

.14 

.18 

.21 

.25 

.28 

.32 

.35 

.39 

.42 

.46 

.49 

.53 

.56 

.60 

.09 

.13 

.17 

.21 

.25 

.30 

.34 

.39 

.43 

.47 

.52 

..56 

.60 

.64 

.69 

.73 

.10 

.15 

.20 

.25 

.30 

.36 

.41 

.46 

.51 

.56 

.61 

.66 

.71 

.76 

.81 

.86 

.12 

.18 

.23 

.29 

.35 

.40 

.47 

.53 

.59 

.64 

.70 

.76 

.82 

.88 

.94 

1.00 


Above table gives area of angles corresponding to thickness varying 
by ^a-inch. 
















































































































JONES & LAUGHLIN STEEL CO. 



DIMENSIONS OF STAN¬ 
DARD STEEL BEAMS, 
AND MAXIMUM 
LENGTHS 


o 

o 

I- 

lU 


U ) 

D 


'S 




24 


100 7.254 
95 7.192 
90 7.131 
85 7.070 
80 7.000 0.500 


C/5 

<V 


O 

c 


c/5 

<D 


U 

a 


0.754 
0.692 
0 . 631 , 0.60 
0.570 


20 


100 7.284 
95 7.210 
90 7.137 
85 7.063 0.6631 
80 7.000 0.600 


0.884 
0.810 
0 . 73710.65 


75 6.399 
20 70 6.325 
65 6.250 


18 


15 


70 6 . 2.59 
65 6.177 
60 6.098 
55 6.000 


1100 6.792 
95 6.694 
90 6.596 
85 6.498 


0.649 
0.575 0.55 
0.500 


0.719 

0.637 

0.555 

0.460 


1.192 

1.094 

0.996 

0.898 


80 6.400 0.800 


15 


15 


12 


75 6.294 
70 6.196 
65 6.098 
60 6.000 

55 5.754 
. 50 , 5.656 
45 5.558 
42 5.500 


60 5.740 
55 5.618 
50 5.496 
45 5.373 
40 5.250 0 


0.884 

0.786 

0.688 

0.590 

0.664 

0.566 

0.468 

0.410 


C/3 


3 ^ 


0.46 3 H 


0.80 


0.59 


0.950 

0.828 

0.706 

0.583 

.460 


0.41 


0.46 


C/3 

c ^ 

rt u 


o c/3 
0) 

< u ^ 




c/3 I 

Sl| Ci 


16 


16 




3H 


3H 

3H 

3H 

3H 


13 . 

16 


13 . 

16 


13 

16 


13 

16 


57 

60 

62 

65 

69 

45 ! 

47 | 

50 

50 

53 

56 

60 

64 

60 i 

631 
651 
70 i 

I—I 

431 
45 
48 ! 
511 

55 

56 
60 
641 

70 j 

75^ 

75 

75 

75 

55 

60 

65 
65 
75 


o 

o 

u 

d ) 

a 


M ) 

’S 


c/3 

(V 


<3 


C/3 

(V 


12 


10 


35 5 . 0,85 0.436 

31.5 5 . 000 , 0.350 


40 

35 

30 

25 


15.101 0.751 
4 . 95410.604 
4 . 80710.457 
4.660 0.310 


135 

30 

25 

21 


4.787 0.747 
14.624 0.584 
4.461 0.421 
4 . 330 , 0.290 


25.5 

o23 

® i 20.5 

18 

I_ 

*20 

7 17.5 
15 


4.272 0.542 
4 . 18110.451 
| 4.090 0.360 
4.000 0.270 


3.870 0.460 
3 . 765 ^ 0.355 0.25 
3.660 0.250 


(/3 

O 


•CJ 

c 


0.35 


0.31 


t/3 

(D 


U 


2H 


taO 1) 
S 

Vt-J •s 

o t/) 

CD 

n'o 

'inX 




25 ^^ i H 


0.29 


0.27 


17.25 3.575 0.475 
6114.75 3 . 4.53 0.353 

12.25 3.330 0.230 


114 . 75 i 3.294 0.504 
5 12.25 3.147 0.357 
! 9.75 3 . 00010.210 


10.5 

9.5 

8.5 

7.5 


7.5 
3 6.5 

5.5 


2.880 0.410 
2 . S 06 | 0.366 
2.733 0.263 
2.660 0.190 


0.23 


2V2 


2H 


2H 






H 


0.21 


0.19 


2.526 0.360 
2.428 0.268 
2 . 330 , 0.170 


0.17 


IM 






H 


A 


tuO 

c 

(U 

X 

re 


75 

75 

75 

75 

75 

75 

75 

75 

75 

75 

75 

75 

75 

75 

75 

75 

75 


75 

75 

75 

75 

75 

75 




50 

50 

50 

50 

50 

50 

50 


Lengths given are in feet. In ordering extreme lengths, a leeway of five 
feet will facilitate the execution of orders. < 







































































































































































JONES & LAUGHLIN STEEL CO. 57 


DIMENSIONS OF STANDARD STEEL 
CHANNELS AND MAXIMUM LENGTHS 



1 (i Inches 

W eight per Foot 

(/) 

0) 

g 

h-H 

j 

t Inches 

j Inches 

a Inches 

Flange Holes, In. 

•M 

4-» 

bJO 
C ; 

I 

rC 

g 

75| 
75 
75 
75 
75 ‘ 
75 

60 

to 

75 

(A 

<i} 

'u 

c 

7 

55 

50 

45 

40 

35 

33 

3.836 

3.733 

3.638 

3.538 

3.440 

3.400 

0.831 

0.733 

0.636 

0.538 

0.440 

0.400 

0.40 

2H 

2M 

2M 

m 

VA 

m 

xa 

Id 

13 


1C 

uo 

7 

52 

to 

31.5 

4.460 0;840 
to 1 to 
4.000 0.375 

0.34 

2K 


40 

3.410 0.758 


2 


75 



35 

3.290 0.636 


2 


751 

A 

12130 

3.170 0.513 0.28 

2 

H 

75 i 

0 


25 

3.050 0.390 


lA 


75 



20.5 

2.940 0.280 

1 


IH 


75 

— 


35 

3.188'0.828 


2 


75 



30 

3.041 0.681 


2 


75' 

lc/3 

10 25 

2.894 0.534 

0.24 

2 

it 

751 

6 


20 

2.747i0.378 


lA 


75 



15 

2.600 0.240 

1 


iy2 


75| 

— 


25 

2.8140.614 


m 


75 

5 

0 

20 

2.651 0.451 

n oo 

Wa, 

19 

75 


y 

15 

2.478,0.288 

u. zo 

\A 

Id 

75 



13.25 

2.430 0.230 


IVs 


75 



21.25 

2.628 0.588 


lA 


75 

4 

1 

18.75 

2.536'0.496 


lA 


75 

— 

8 16.25 

2.444 0.404 

0.22 

iA 

it 

75 



13.75 

2.352,0.312 


m 


75 

3 

I 

11.25 

2.260 0.220, 

1 


m 


75 







jK aj 
1 ) 


I M 

I 2 

1 cS 




19.75 

17.25 

14.75 

12.25 
9.75 


22.0 

20.5 

18.0 


2.510 0.630 
2.405 0.525 


2.300 0.420 0.21 
2.195 0.315 
2.090 0.210 


3.5 

3.43 

3.33 


0.50 

0.43 

0.33 


0.475 


m 

m 

IH 

m 

IHi 


i?. 

10 


75 

75 

75 

75 

75 


2 

2 

2 


13 

|l« 

I 


90 

90 

90 


15.50 
13.00 

10.50 
8.00 


2.288 0.568 
2.16610.446 
2.04310.323 
1.920 0.200 


0.20 


IVs 

Ws 

m 

IVs 




75 

75 

75 

75 


18.40 

17.10 

15.90 

14.60 

13.30 

15.0 


3.062 

3.000 

2.936 

2.874 

2.812 

3.5 


0.562 

0.500 

0.437 

0.375 

0.312 

0.35 


0.28 

0.34 


1MM58 
2 lit 90 


11.50 

9.00 

6.50 


2.044 0.484 
1.897 0.337 
1.750 0.190 


0.19 


m 75 
IM** 75 
1 75 


7.25 

6.25 

5.25 


6.00 

5.00 

4.00 


1.727 


0.327 


1.654 0.254 
1.580 0.180 


1.606 0.366 


1.508 

1.410 


0.18 


0.268 0.17 
0.170 




A 




50 

50 

50 

50 

50 

50 


Lengths given are in feet. In ordering extreme lengths, a leeway of five 
feet will facilitate the execution of orders. 










































































































































58 JONES & LAUGHLIN STEEL CO. 


CAST SEPARATORS FOR BEAMS 


Separators with Two Bolts 


Designation 

OF Beam 

Distances 

Bolts 

Weights 

Depth 

Inches 

Number of Shape 

Weight 

Pounds 

Out to Out of 
Flanges of Beams 
Inches 

Center to Center 

6f Beam 

Inches 

Size 

Inches 

Distance, Center 

to Center, Inches 

Length 

Inches 

Bolts and Nuts 

Pounds 

Increase of Bolts 
for I inch Additional 
Spread of Beams 

Pounds 

Separator 

Pounds 

Add to Separator 

Weight for each Inch 

Spread of Beams 

Pounds 

24 

BO 

80 

14M 

7H 


12 

9M 

sy 

0.25 

29M 


20 

B 1 

80 

14M 

7H 

H 

10 

9H 

3H 

0.25 

24M 

3A 

20 

B2 

65 

13M 

7 

M 

10 

sy 

3y 

0.25 

22 

3t^ 

18 

B2H 

55 

m 

6H 

M 

9 

sy 

3H 

0.25 

19 

2M 

15 

B2H 

80 

13H 

7H 

H 

7 

9 

3H 

0.25 

13M 

m 

15 

B 3 

60 

12M 

6H 

H 

7 

8 

3y 

0.25 

vm 


15 

B4 

42 

nya 

6 


7 

7y 

3 

0.25 

IIM 

m 

12 

B 6 

31H 

m 

5M 


63^ 

7H 

3 

0.25 

9J^ 



Separators with One Bolt 


12 

B 5 

40 

11 

5H 

H 


74, 

14 

0.12 

94 

Itt 

12 

B 6 

3iy2 

1034 

5H 

H 

.... 

74 

14 

0.12 

94j 

14 

10 

B^7 

40 

11 

6 

H 


7H 

14 

0.12 1 

7 ' 


10 

B 7 

25 

lOM 

5J^ 

H 

.... 


14 

0.12 

74( 

14 

9 

B 8 

35 

lOH 

5H 

H 


74 

14 

0.12 

64! 


9 

B 8 

21 

9H 

5 

H 

.... 

64 

14 

0.12 

6 ^ 

14 

8 

B 9 

25y 

m 

5 

H 


64 

14 

0.12 

54 

H 

8 

B 9 

17H 

8H 

4M 

H 

.... 

6 

14 

0.12 

54 

1 6 

T6 

7 

BIO 

20 

8H 

5 

H 


64 

14 

0.12 

44 

1 3 

7 

BIO 

15 

SH 

4H 

H 

.... 

54 

14 

0.12 

44 

13 

6 

Bll 

17H 

7H 

4 

H 


54 

14 

0.12 

24 

4 

6 

Bll 

12M 

7y% 

3H 

H 

.... 

5 

14 

0.12 

24 

A 

5 

B12 

1434 

7 

334 

H 


54 

14 

0.12 

14 

'h 

5 

B12 

9H 


3M 

H 

.... 

44 

14 

0.12 

14 

ft 

4 

B13 

7H 

5y8 

3M 


.... 

44 

14 

0.12 

14 

Vs 

3 

B14 


5H 

3 

H 

...» 

44 

4 

0.12 

14 

4 


Separators for 18, 20 and 24-inch beams are made of fi-inch metal. 
Separators for 6 to 15-inch beams are made of ^-inch metal. 
Separators for 5-inch beams and under are made of %-inch metal. 
Minimum widths given. Separators can be made wider. 


( 








































































! 


I 

I 


JONES & LAUGHLIN STEEL CO. 59 


STANDARD SPACING AND DIMENSIONS OF 
RIVET AND BOLT HOLES 

Through Flanges of Beams, Channels, Connection Angles 



Steel Beams 



Steel Channels 





C 


JL 


Angles 


1 Depth in Inches 

Weight per Foot, 
Pounds 

Diameter of Bolt 
or Rivet, Inches 

' Inches > 

Inches t3d 

Depth in Inches 

24 

80. 


4 

'5K 

15 

15 

20 

80. 

u 

4 

5K 

i 13 

!io 

20 

65. 


3>^ 

5X 

18 

55. 

H 

3X 

5K i 

I 12 

15 

80. 

H 


3 1 
^16 

* 10 

15 

60. 


sx 

5K i 

10 

15 

42. 

H 

3 

r: 7 
®T6 

9 

12 

40. 

H 

3 

5K 

9 

12 

31.5 


2X 

5>^ 

8 

10 

25. 


2X 

K 5 

1 

8 

7 

1 7 

9 

21. 



5A 

8 

17.75 


2X 

5X 


7 

15. 


2X 

5X 

1 

6 

6 

6 

12.25 


2 

3X 


5 

9.75 

y2 

IK 

5K 

[ 

1 

' 5 
! 5 

4 

7.5 

Vz 

IK 

r. 3 

j 

4 

3 

5.5 

y 

1t6 

K 3 

1® 


O 

O 

H -Tl 

of Bolt 
Inches 

A 

B 

b2 

(D 

tn 

. of Bol 

Inches 

c 

^ § 





E - 

n! 



Q o 

Inches 

Inches 

4= C 

..... H-. 

Ph 

<u 

Q 

Q.s 

.Pi 

O 

Inches 

45. 

K 

2X 

5K 

6 

1 

3K 

33. 

K 

IK 


5 

1 

2X 

31.5 

K 

2K 

sx 



30. 

K 

2 

5K 

4 

1 

2X 

20.5 

K 

IX 


3K 

1 

2 

25. 

15. 

K 

K 

2 

IK 

5X 

3X 

K 

IX 

20. 

K 

IX 


3 

K 

IX 

13.25 

K 

IK 

6X 

2X 

K 

IK 

16.25 

11.25 

K 

K 

IK 

IK 

5K 

2K 

K 

IK 

17.25 

K 

IK 


2X 

K 

IK 

9.75 

Ship 

K 

K 

IK 

2 

5K 

K 5 

^rs 

2 

K 

IK 

13. 

K 

IK 

''i 7 

IX 

K 

1 5 

8. 

Ship 

K 

K 

IK 

2 

5X 

IK 

K 

1 3 

9. 

K 

IK 

5K 

IK 

K 

1 1 
TB^ 

6.5 

5.25 

K 

K 

1 

1 

K 3 

r. 3 

1 

K 

TB 

4. 

K 

1 5 
TS 

K 3 
^15 

K 

K 

T6 


The spaces “B” correspond'with spacing given on page 01 for 
Standard Connection Angles. 


























































































60 JONES & LAUGHLIN STEEL CO. 


Notes on Standard Connection Angles for 
Jones & Laughlin Steel Co.’s Beams 

The Standard Connection Angles for Jones & Laughlin 
Steel Co.’s Steel Beams, illustrated on next page, are designed 
for an allowed shearing strain of 10,000 pounds per square 
inch, and a bearing strain for 20,000 pounds per square inch 
on rivets or bolts, corresponding with an extreme fiber strain 
of 16,000 pounds per square inch in the beam. The minimum 
span length at and above which the standard connections can 
be used with safety (the beam being loaded with its full capacity) 
are shown in the tables below. For shorter spans (the beam 
being loaded with its full capacity) additional strength in the 
connection should be made. 


Table of Minimum Spans for Jones & Laughlin Steel Co.’s 
Steel Beams for which Standard Connection Angles may be 
Safely Used with Beams Loaded to their Full Capacity. 


Section 

No. 

Size 

of 

Beam 

Inches 

Weight 

per 

Foot 

Minimum 
Safe Span 
in Feet 

Section 

No. 

Size 

of 

Beam 

Inches 

1 Weight 
t per 
Foot 

Minimum 
Safe Span 
in Feet 

BO 

24 

80 

18.0 

B 8 

9 

25 

9.6 

B 1 

20 

80 

'16.0 

B 8 

9 

21 

8.6 

B 2 

20 

65 

14.0 

B 9 

8 

25 X 

7.6 

B2>^ 

18 

55 

14.0 

B 9 

8 

17H 

7.0 

B2X 

15 

80 

12.6 

B 10 

7 

20 

6.0 

B3 

15 

70 

12.0 

B 10 

7 

15 

5.6 

B4 

15 

60 

11.6 

B 11 

6 

1 — * 

6.6 

B4 

15 

50 

11.0 

B 11 

6 

12X 

6.0 

B4 

15 

42 

10.6 

B 12 

5 

14X 

4.0 

B5 

12 

40 

8.6 

B 12 

5 

9X 

4.0 

B6 

12 

siyz 

7.6 

B 13 

4 

lOX 

3.0 

B 7 

10 

35 

10.6 

B 13 

4 

7X 

3.0 

B 7 

10 

; 

1 

25 

9.0 



























































































































































































































































































































































































JONES & LAUGHLIN STEEL CO. G3 


BEARING PLATES FOR BEAMS 
AND CHANNELS ON BRICK OR MASONRY 


Size of Beam 
OR Channel 

Bearing on Wall 
Inches 

Size of 

Bearing 

Plates 

Weight in Pounds 

Safe Bearing Values 
in Tons for Plates 
Resting on 

Common 

Brick 

First Class 

Brick 

Ordinary 

Masonry 

3 4 5 & 6 
inch 

6 

6 

6X 6X^ 
6X 6X3^ 

4 

5 

1.8 

2.7 

4.5 

7 & 8 
inch 

8 

8 

8X 8X3^ 
8X 8XM 

9 

14 

3.2 

4.8 

8.0 

9 & 10 
inch 

8 

8 

8X12X3^ 

8X12XM 

14 

20 

4.8 

7.2 

12.0 

12 inch 
31.5 pounds 

12 

12 

12X12XH 

12X12XM 

20 

31 

7.2 

10.8 

18.0 

12 inch 

40 pounds 
and up 

15 inch 

42 pounds 

12 

12 

12X16XM 

12X16X1 

41 

54 

9.6 

14.4 

24.0 

15 inch 

60 and 80 
pounds 

12 

12 

12X18X^ 

12X38X1 

46 

61 

10.8 

16.2 

27.0 

18 20 24 
inch 

16 

16X16X1 

73 

12.8 

19.2 

32.0 


Above bearing values are based on the following table : 

Allowable load on brick work.100 pounds per square inch 

Allowable load on first class work .... 1.50 pounds per square inch 
Allowable load on masonry.2.50 pounds per square inch 

Use the thicker plate for bearing values exceeding those given under 
common brick work. 

When end reaction exceeds the above safe bearing values, special 
plates will be provided. 20-inch and 24-inch beams will usually require 
special calculations. 


















































































G4 JONES & LAUGHLIN STEEL CO. 


BUILT COLUMN SECTIONS 


Fig. I Fig. 2 Fig. 3 

H K H 


Fig. 4 Fig. 5 

ir n 


Fig. 7 

T r 

A _L 


Fig. 8 



Fig. 6 


Fig. 9 

nr""”? 

I I 
I • 

I I ' 

-il II 


Fig. 10 Fig. 11 


1 

1 

1 

1 

1 

1 

1 ' 

1 

\ 

°siil 

1 'o 

J' o 


Column Base 
for light.loads. 

Fig. 13 


JL 


Fig. 14 




Column Base with 
Cast Iron or 
Cast Steel Base. 

Fig.15 


Built up Column Base 
for heavy loads. 


Dotted lines indicate lattice. 





































































































































































































































































































































GG 


JONES & LAUGHLIN STEEL CO. 


Notes on Splicing of Columns and Connection 
of Beams to Columns 

Page 65 illustrates manner of splicing columns and also 
methods of attaching floor beams and girders to columns. 

It will be noted that the columns are composed of four angles 
and one web plate. 

Experience in the construction of skeleton steel frames for 

0 

buildings, in the past ten years, has plainly demonstrated that 
columns so constructed are generally as economical in the use 
of material as when composed of zees or other shapes. Besides, 
the angles are easier to get from the mills and the connections 
on such columns are more simple and accessible. 

In the fabrication of plate and angle columns less trouble 
is encountered in keeping them straight and out of wind. The 
designer has at his command a large list of sizes and weights 
of angles, so that the proper strength can be easily attained 
either with the four shaft angles or by the addition of flange 
plates. 

Three kinds of splices are shown, designated as A, B and C. 
The first and last are for light and heavy columns of same 
widths of web plates, while that marked B is for columns 
of different widths of web plates, necessitating the use of 
pressure plates D and fillers F. 

Pressure plates are commonly ^-inch thick, and splice 
plates ^-inch to ^-inch; the latter being about eighteen 
inches long; the columns being spliced about 1 foot 3 inches 
above finished floor level. 

The beam connections illustrated will cover most cases 
occurring in practice. 

The reactions given for the various connections apply to 
columns with metal ^-inch thick or more. With shafts 
inch thick, the reaction must be reduced accordingly. 

The bearing value of rivets should equal the double shear¬ 
ing value, where beams or girders connect on each side of 
column webs. See tables on pages 184 and 185. 






FIREPROOF FLOOR CONSTRUCTION 




□□□ 


□□□ 




□□□ 


Fig. 1. End Construction. Fig. 4 Fig. 5 

□ml 
□□□ 
□on| 

Fig. 2. Combination Construction. Fig. 6 




l^pQQpaqpmwqpf 

iHpQHpQQffiQpp 

J^ unamQbQuuQf 

Fig. 3. Parallel Web or 
Side Construction. 


JONES & LAUGHLIN STEEL CO. 


Fig. 7 







































































































68 JONES & LAUGHLIN STEEL CO. 


FIREPROOF FLOORS, PARTITIONS, CEILINGS 



'"'g' 12 Fig. 13 Fig. 14 






































































































































































JONES & LAUGHLIN STEEL CO. 69 


GENERAL DETAILS OF FLOORS AND 
CONNECTIONS 
















































































































70 JONES & LAUGHLIN STEEL CO. 


GENERAL DETAILS OF CEILINGS 



Fig. 1 


















Fig. 3 


































































* JONES & LAUGHLIN STEEL CO. 71 



FIREPROOFING COLUMNS 



4 










































































































72 JONES & LAUGHLIN STEEL CO. 


General Notes on Floors and Fireproofing 

Floors 

N 

Examples of girders and joists and their connections, as 
they most commonly occur, are shown on page 69, Figs. 1, 2 
and 4, although we occasionally have cases where a large beam 
frames into a smaller beam, as in Fig. 3. This is somewhat 
objectionable and should be avoided as much as possible. 
Girders consisting of two or more beams side by side, as in 
Fig. 4, should be connected by means of cast-iron separators, 
using either 1-bolt separators or 2-bolt separators, according 
to the size of the beams. These separators in a measure hold 
in position the compression flanges of the beams, preventing 
side deflections or buckling. They also unite the two beams 
and cause them to act in unison as regards vertical deflection. 
Separators should be placed near the supports and then spaced 
at regular intervals of about 6 feet. Figs. 5 and 6 show cuts 
of separators. (For weights of separators for different sizes 
of beams, see page 58.) 

Figs. 1, 2, 3 and 4 show different methods of framing joists 
into girders. Figs. 1 and 2 represent the joist framed into 
single girders, with standard angle connections, flush either 
top or bottom as the case may be. In this case the girders 
are of a greater depth than the joists. Fig. 4 represents joist 
framed into double girders, flush top and bottom. In this 
case the joists are of the same depth as the girders, connection 
being made as before with standard connection angles. Joist 
or floor beams should be placed about 5 or 6 feet center to 
center. 

* 

Information regarding standard sizes of connection angles 
for the different sizes of beams is given on pages 60,61 and 62. 
The anchors shown in Figs. 3 and 8 are in the wall end of the 
beams and are embedded in the stone or brick work, thus 
tieing walls together. Fig. 9 shows tie rods used between 
floor beams. They are usually made of ^-inch diameter 
rods and should be spaced about 6 feet apart. 




JONES & LAUGHLIN STEEL CO. 73 


Fireproofing 

Within a few years, great improvements have been made 
in the methods and materials employed for the interior con¬ 
struction of buildings; especially is this true of the arch filling 
between the steel floor members of the skeleton frame. 

Formerly ordinary brick arches, or corrugated sheets, curved 
to proper radii and filled up level with concrete to tops of floor 
beams, were used. 

This construction being too heavy for high buildings, has 
been discarded, and the hollow tile arches, shown on page 67, 
(Figs. 1 to 6) are generally used. 

The material is well-burned terra cotta blocks, with voids 
formed in them to decrease the weight. The result is that the 
blocks consist of a series of ribs, over which the pressure, from 
their own weight and the super-imposed loads, is distributed 
as uniformly as is practicable. 

Figs. 1, 4 and 5 show the ribs running lengthwise of the 
blocks or arches. 

In Figs. 2 and 6 the voussoirs have the ribs longitudinal as 
before, but the keys, springers or skewbacks have the ribs 
parallel with the axis of the arch or supporting beams. Some¬ 
times solid-bearing tiles are inserted between the skewbacks 
and voussoirs or at intervals between the various voussoirs; 
the object being to secure a better bearing for the ribs. 

Fig. 3 illustrates all ribs parallel with axis of arch or support¬ 
ing beams. The first is styled “end” construction; the second 
“combination” construction, being a combination of the first 
and third, while the last is termed “side” construction. 

Practically, it is easier to get bctier joints with the “side” 
construction, which is certainly a great desideratum in a good 
solid floor. 

The tiles are made of suitable strength to meet conditions 
imposed by varying the thickness of the ribs. 





74 JONES & LAUGHLIN STEEL CO. 


The following formula is used in calculating the strength 
of flat arches: 

L= 208 A. D. 'in which 

L=Safe load in pounds per square foot of floor. 

A= Least effective area of terra cotta in square inches in 
section of arch 12 inches wide. 

D=Total depth of arch in jeet. 

S=Span of arch in feet. 

Two hundred and eight pounds is the permissible com¬ 
pression per square inch on terra cotta, or brick work laid in 
cement mortar, according to New York and Philadelphia 
building laws; and is equivalent to a factor of safety of 7. 

From the safe load thus obtained should be deducted the 
dead weight, consisting of the terra cotta arch, concrete filling 
over same, floor finish and ceiling. 

I 

The weights of terra cotta arches, of various spans ind 
depths, are given in table in column marked “ W.” 

The total dead weight made up as stated will vary from 22 
to 35 pounds per square foot of floor area, dependent upon 
depth and span of arch, nature of filling over same and kind 
of finish used for floors and ceilings. 

The net permissible live loads thus obtained should be as 
follows, to accord with the New York building laws: 

For dwellings and hotels . . . . 70 lbs. per sq. ft. 

For office buildings.100 lbs. per sq. ft. 

For places of public assembly 120 lbs. per sq. ft. 

For stores, factories and 

warehouses.150 lbs. per sq. ft. (or more) 

For roofs. 50 lbs. per sq. ft. 











































































































76 JONES & LAUGHLIN STEEL CO. 


A great many tests have been made as to strength of hollow 
tile arches, both by quiescent load and by dropping of heavy 
weights, and in every case the “end section” method has 
demonstrated its greater efficiency over the older systems. 
The usual manner of setting tile arches is by 'the use of portable 
scaffolds formed of 2 XlO plank, supported underneath by 
“center stringers,” which in turn are carried by bolts attached 
to cross pieces resting on the tops of the beams. After the tile 
arches have been set in cement mortar for thirty-six hours, the 
center scaffolding is removed and the tops of the arches are 
then filled in with cement concrete to the required level, 2 X4 
wooden sleepers being embedded in the concrete to afford 
nailing surface for the wood flooring; or if marble or mosaic 

flooring is required, the wood strips are omitted. 

* 

Fig. 7 illustrates a hollow tile arch between beams with 
a segment soffit and flat top. This form of arch has been 
extensively used in breweries, warehouses, etc., where the 
necessity for a level ceiling did not exist. 

Fig. 8 represents a segment hollow tile arch .set in place 
between beams spaced 18 feet from center to center. The tiles 
forming this arch are 6x6 inches square with outside shell 
J^-inch thick, and center web ^-inch thick. This form of 
arch costs less than the flat systems shown in Figs. 1 and 2, 
effecting as it does a considerable saving in steel beams. Its 
use is becoming general for warehouses, malt houses and also 
office structures, although great care is necessary in the arrange¬ 
ment of steel framing to anticipate the thrust by the proper 
distribution of tie rods. 

Fig. 10 shows in detail the abutment piece completely 
enclosing the steel beam, also the concrete filling in haunches 
cored out with metallic cores to lighten the weight of the floor; 
the wood strips are shown embedded in the concrete, same as 
described above. 

Segment arches the sizes described have been built of 6-inch 
tile with a span of 18 feet, having 14 inches rise in the center, 
and tested to carry 300 pounds per foot, with factor of 6 for 




JONES & LAUGHLIN STEEL CO. 77 


safety. Segment arches of 5-inch and 4-inch thick tile are 
used for smaller spans, and effect considerable saving when a 
level ceiling is not essential. The weight of a 5-inch segment 
arch is about 28 pounds per square foot; that of a 6-inch arch, 
35 pounds. 

Fig. 9 shows method of fireproofing a beam or girder built 
in a floor that projects below the ceiling line. When desired 
special formed tile can be made to suit the outline required 
for ornamental cornices, etc. 

On page 68, Figs. 15, 16 and 17 illustrate single and double 
isolated steel girders enclosed with fireproofing material, and 
finished out to the plaster line. On same page. Fig. 9 illus¬ 
trates method of constructing mansard or flat fireproof roofs. 
For this purpose tees of the required weight are used, spaced 
18 inches from center to center. Between the tees hollow tiles 
12 X 18 inches are bedded in cement mortar and left ready for 
the weathering. On steep pitched and mansard roofs the 
porous tiles are preferable, as the slates or roofing tiles can be 
nailed directly to the same. Fig. 10 illustrates a fireproof 
ceiling constructed by a combination of steel and tile. The 
main supports are constructed of 3 X 3 angles spaced 6 feet 
from center to center, punched at regular intervals of 12-inch 
centers, with triangular holes of sufficient size to permit 
1 X 1-inch tees passing through the same. The 3x3 angles 
are supported by rods of the required length from the roof 
rafters at intervals of 8 feet. After the 1 X 1-inch tees are set 
in place j/^-inch thick flat tiles with grooved edges are set in 
place between same and the under surface left ready for the 
receipt of the plaster. This form of fireproof ceiling is suffi¬ 
ciently strong to bear the weight of a man, but should not be 
used if required to carry anything but its own weight. 

' Fig. 11 shows tees and tile construction suited for ceilings 
or attic floors of fireproof buildings. The tees are spaced 16 
inches from center to center, 3-inch thick tiles being bedded 
between same; the soffits of the tees are protected with a slab 
of tile. A thin coat of cement mortar spread upon the tops 




78 JONES & LAUGHLIN STEEL CO. 


of the tile leaves a finished surface suitable for attic floor. Figs. 
12, 13 and 14 illustrate three different forms of fireproof 
covering applied to steel columns. These tiles are molded to 
suit any size or form of column, and are secured to each other 
with steel clamps, and to the column with suitable fastenings. 
Any form of steel column can be fireproofed in a like manner. 

Fig. 14 shows a steel column first enclosed in a few inches 
of cement concrete, protecting the steel against corrosion and 
then encased by hollow tiles as a protection against fire and 
also to obtain the desired shape of column. 

By fireproofing columns as shown, a channel or duct 
between the column and tile is formed, thus allowing space 
for pipes, etc., to be carried up through the building without 

increasing the exterior dimensions of the column. 

» 

Figs. 7 and 8 show an isometrical view and plan of hollow 
tile partition. These tiles are manufactured from 2 to 6 
inches thick, and are 12 inches square. They are laid in place 
in cement mortar, joints being regularly broken in every course. 
Steel clamps are used to tie the tiles together whenever the walls 
are of unusual heights. 

In addition to the well known systems of terra cotta and 
hollow tile construction, we show'on pages 70 and 71 examples 
of one of the standard systems of concrete construction and 
different methods of building fireproof partitions under what 
is known as the expanded metal system of fireproofing. This 
system is well beyond the experimental stage, having been 
used in different classes of buildings upw'ards of twelve years 
in different cities of the United States. 

Page 70, Fig. 1 show’s a method of construction where the 
floor beams are dispensed with and suitable steel channels 
substituted in their stead. These channels are sprung in 
arch form from girder to girder and are spaced generally 
about four feet on centers. 

Concrete is filled on top of these channels by means of 
centering, and over the whole structure is then laid a slab of 
Concrete of the required thickness, in which are imbedded 
sheets of expanded metal. 




JONES & LAUGHLIN STEEL CO. 79 


Fig. 2 is in all respects similar to Fig. 1, except that the 
channel, arches are left out and the floor beams are spaced 
from 5 feet to 8 feet on centers. 

One-half of the cut shows the method of floor construction 
giving paneled ceiling effect, and is the type generally used 
in warehouses where flat ceilings are not especially required. 

The other half of the cut shows the method of construction 
to give flat ceiling effect. This is accomplished by attaching 
small channel or angle irons spaced 12 inches to 16 inches on 
centers to the bottom of the beam with malleable iron clamps, 
to which the expanded metal lathing is attached with No. 19 
annealed wire, the space between the ceiling and the floor 
plate being used to conceal the pipes, speaking tubes and 
dectric wires. This method is generallv used for office and 
public buildings, schools, etc. 

This system can be made to carry almost any weight that 
may be imposed upon it by simply using a thicker concrete 
plate and a heavier form of expanded metal. The usual 
requirement for a warehouse load to carry 250 pounds live 
load would be a plate 4 inches thick, with one sheet of No. 
10 gauge, 3-inch mesh expanded metal. 

Fig. 3 shows the common type of floor used in apartment 
houses, office buildings, etc. 

This system is generally used where 5-inch to 7-inch beams 
are used spaced about 4 feet on centers. 

This is a very economical system, as it gives a flat ceiling 
effect without the additional expense of furring and lathing. 

This system may be used on floors where not more than 
150 pounds per square foot, live load, is required. 

Page 71, Fig. 4 shows a very light and economical method 
of construction for partitions. 

The studding is made with two bars of light angle irons 
riveted together with pieces of strap iron every 2 or 3 feet, 
and expanded metal lathing tied on both sides with annealed 
wire. This affords an air space of 3 or 4 inches, depending 






80 JONES & LAUGHLIN STEEL CO. 


upon the width of the partitions in which the piping may be 
concealed as shown in the cut. 

It has a unique advantage, possessed by no other partition, 
in the fact that the pipes may be run either vertically or hori¬ 
zontally, as may be desired. 

Another advantage possessed by this partition is the fact 
that it may be plastered with common mortar, the framework 
being made very rigid and stiff. 

Fig. 5 shows detail of framing around door openings for 
these partitions. 

Fig. 6 shows the well known type of solid partition which 
has been in use throughout the United States for some time. 

This partition is so well and favorably known that no 
explanation is necessary further than to say that the studding 
is made of light channel or angle irons, generally three- 
quarters of an inch, set about 16 inches on centers, on one 
side of which expanded metal lathing is securely tied. 

It is then plastered on both sides with any one of the patent 
hard mortars to a total thickness of 1^ to 2 inches. 

Fig. 8 shows a method of fireproofing steel columns. 

Light angle iron uprights are placed at each corner and 
expanded metal lathing is then bent around and securely tied. 
Plastering is then applied in the usual manner. 

Fig. 9 shows the method of fireproofing columns with a 
double air space, which is considered preferable by many 
prominent engineers. 

Fig. 10 shows the method of fireproofing round cast-iron 
columns. 

» 

The lathing in this case is tied on as tightly as possible to ’ 
the column, the peculiar shape of the strands giving it ample 
set-off so that mortar will be securely keyed on the back. 




JONES & LAUGHLIN STEEL CO. 81 


Girders in Buildings 


In the design of a building cases may occur where a single 
beam girder will not answer. It may be found desirable to 
increase the lengths of the spans so as to reduce the number 
of supporting columns to a minimum, or it often occurs that 
heavy concentrated loads, such as vaults, brick walls, etc., 
will render single beam girders inadequate. Various forms of 
girders may be used in such cases. Where the ends of the 
girders rest upon the wall, bearing plates should be used to 
distribute the pressure over a greater surface and thereby 
prevent the crushing of the material in the wall directly under 
the girder (see page 63). 


The allowed pressure per square foot for brick work should 
not exceed six tons, and for stone twelve to twenty tons, accord¬ 
ing to its character. 

For spanning openings in brick walls, girders composed of 
two or more I-beams connected by bolts and separators are 
most commonly used. 

The probable line of rupture where the bricks have been 
laid regularly, if the girders should fail, will be found to be 
inside the sides of an isosceles triangle, whose base is the span, 
and whose height is one-third of the span. In order to be en¬ 
tirely on the safe side, the weight of wall between vertical lines 
directly over the girder for a height equal to that of the triangle 
is frequently adopted as the load to be carried. It should be 
noted, however, that for green walls, or walls having openings, 
this rule does not apply. 


Placing the weight of brick work at 112 pounds per cubic 
foot, the weights per superficial foot for different walls are as 
follows: 


For 9-inch wall 
For 13-inch wall 
For 18-inch wall 
For 22-inch wall 
For 26-inch wall 


84 pounds 
121 pounds 
168 pounds 
205 pounds 
243 pounds 







82 JONES & LAUGHLIN STEEL CO. 

Explanation of'Tables 

Jones & Laughlin’s Steel Co.’s Sections 

The tables on pages 86 to 105, for beams and channels, 
give the loads which a beam or channel will carry safely 
(distributed uniformly over its length) for the distances between 
supports indicated. These loads include the weight of the 
beam or channel, which must be deducted in order to arrive 
at the net load which the beam or channel will carry. On 
pages 106 to 110 will also be found the safe loads for other 
sections; and on pages HO to 148 for built-up girders. 

The values given are based on a maximum fiber strain of 
16,000 lbs. per square inch. 

It has been assumed in these tables that proper provision is 
made for preventing the compression flanges of the beams from 
deflecting sideways. They should be held in position at dis¬ 
tances not exceeding twenty times the width of the flange, 
otherwise the strain allowed should be reduced as per table, 
page 84. 

In some instances deflection, rather than absolute strength, 
may become the governing consideration in determining the 
size of beam to be used.. For beams carrying plastered ceilings, 
for example, it has been found by practical tests that if the 
deflection exceeds of the distance between supports, or jo 
of an inch per foot of the distance, there is danger of the ceiling 
cracking. This limit is indicated in the following tables by 
cross lines, beyond which the beams should not be used, if 
intended to carry plastered ceilings, unless the allowable loads 
given in the tables are reduced. There is an element of safety ' 
not taken into account in the tables, viz., the fact that the dead 
load of the floor is carried by the beams before the plaster is 
applied; consequently, only the deflection due to the live load 
is liable to cause damage to the plaster. The following method 
can be used to obtain the reduced loads: 

Multiply the load given immediately above the cross line by 
the square of the corresponding span and divide by the square 




JONES & LAUGHLIN STEEL CO. 83 


of the required span; the result will he the required load. See 
example II. on page 84. 

A table of deflection of Jones & Laughlin Steel Co.’s sections 
is given on page 85. It may generally be assumed, both for 
rolled and built beams, that the above limit is not exceeded so 
long as the depth of the beam is not less than 2 V of the distance 
between supports t^-inch per foot). 

\ 

Inasmuch as the carrying capacity of beams increases largely 
with their depth, and it is therefore economical to use the 
greatest depth of beam consistent with the other conditions to 
which it is necessary to conform (as clear height, etc.), the 
above cases of extreme deflection will rarely be met with in 
practice. 

As the deflection of beams is not very uniform either in iron 
or steel, the question of the relative deflection of iron and steel 
beams can be decided only from the average results of a large 
number of tests. Such experiments as have been made, though 
insuflScient in number to be conclusive, indicate that a steel 
beam will deflect slightly less than an iron beam of the same 
section, under the same load, in about the inverse ratio of the 
moduli of elasticity for these materials as generally assumed, 
or say as 14 to 15. 





&1 JONES & LAUGHLIN STEEL CO. 


Examples of Application of Tables 

I. What size and weight of beam 19 feet 6 inches long in 
clear between walls, and therefore 20 feet long between 
centers of supports, will be required to carry safely a uni¬ 
formly distributed load of 16 tons, the w^eight of the beam 
included ? 

Answer: From the table for safe loads of beams, a 15-inch 
beam, 42 lbs., will carry safely for a span of 20 feet, 15.71 tons, 
or .29 tons less than required in this case. Therefore, a beam 
of this size and weight will be sufficient to carry the load. 
Otherwise use beam weighing 45 lbs., which will carry 16.29 
tons. 

II. What load uniformly distributed, including its own 
weight, will a 15-inch beam, weighing 50 lbs. per foot, carry 
for a span of 30 feet, without deflecting sufficiently to 
endanger a plastered ceiling? 

Answer: From the table for safe loads of beams we find, 
at the limit indicated for plastered ceilings, that a 15-inch, 
50-lb. beam will carry safely a uniform load of 11.91 tons 
over a span of 29 feet. In order not to give rise to undue 
deflection, the safe load for a 30-foot span, according to the 
rule given on page 82, will be 

11.91 X 292 

-=11.12 tons. 

30 ^ 

BEAMS WITHOUT LATERAL SUPPORT 


» 

Length of Beam 

Proportion of Tabular Load 
FORMING GREATEST SaFE LoAD 

20 times flange width 

Whole tabular load 

30 times flange width 

9-10 tabular load 

40 times flange width 

8-10 tabular load 

50 times flange width 

7-10 tabular load 

60 times flange width 

6-10 tabular load 

70 times flange width 

5-10 tabular load 















JONES & LAUGHLIN STEEL CO. 85 


DEFLECTION COEFFICIENTS 
For Different Shapes, Given in 64ths of an Inch 


Coefficient 

Index 

Distance Between Supports in Feet 

6 

8 

10 

12 

14 

16 

18 

20 

22 

C 

C' 

c 

C' 

38.0 

30.0 

68.0 

53.0 

106.0 

83.0 

152.5 

119.0 

208.0 

162.0 

271.0 

212.0 

343.0 

268.0 

424.0 

331.0 

513.0 

400.5 

Distance Between Supports in Feet 

24 

26 

28 

30 

32 

34 

36 

38 

40 

610.0 

477.0 

716.0 

559.0 

830.5 

649.0 

953.0 

748.0 

1085.0 

847.0 

1225.0 

957.0 

1373.0 

1073.0 

1530.0 

1195.0 

1695.0 

1324.0 


The figures given opposite C and C' are the deflection 
coefficients for steel shapes subject to transverse strain for 
varying spans, under their maximum uniformly distributed 
safe loads, derived from a fiber strain of 16,000 and 12,500 
respectively, the modulus of elasticity being taken at 29,000,000. 

To find the deflection of any symmetrical shape used as a 
beam, under its corresponding safe load, divide the coefficients 
given in the above tables by the depth of the beam. This 
applies to such shapes as beams, channels, etc. For those 
shapes having unsymmetrical axes, such as tees, angles, etc., 
divide by twice the greatest distance of the neutral axis from 
the outside fiber. 

Example: Required, the deflection of a 10-inch beam, 25 
lbs. per foot, 20-foot span, under its maximum uniformly dis¬ 
tributed safe load of 6.51 tons as given on page 94. The above 
tables give 424.0 as the deflection coefficient; dividing this by 
10 gives 42 as the required deflection in 64ths of an inch. For 
deflections due to different systems of loading, see page 115. 















































86 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


% 

^ W 

w l/J 


24-Inch Beam, Standard 


U H K 

g w o 

3 K P- 

H ^ 

h.5 

« djCD 

Q b) 

100 

Pounds 

95 

Pounds 

90 

Pounds 

85 

Pounds 

80 

Pounds 

Deflection 

Inches 

10 

105.32 

102.18 

99.04 

95.90 

92.76 

.07 

11 

95.74 

92.89 

90.04 

87.18 

84.33 

.09 

12 

87.76 

85.15 

82.53 

79.92 

77.30 

.10 

13 

81.01 

78.60 

76.18 

73.77 

71.36 

.12 

14 

75.23 

72.99 

70.74 

68.50 

66.26 

.14 

15 

70.21 

68.12 

66.03 

63.93 

61.84 

.16 

16 

65.82 

63.86 

61.90 

59.90 

57.97 

.18 

17 

61.95 

60.10 

58.26 

'56.41 

54.57 

.21 

18 

58.51 

56.76 

55.02 

53.28 

51.53 

.23 

19 

55.42 

53.78 

52.13 

50.47 

48.82 

.26 

20 

52.66 

51.09 

49,52 

47.95 

46.38 

.29 

21 

50.15 

48.66 

47.16 

45.67 

44.17 

.31 

22 

47.87 

46.44 

45.02 

43.59 

42.16 

.35 

23 

45.79 

44.43 

43.06 

41.69 

40.33 

.38 

24 

43.88 

42.57 

41.27 

39.96 

38.65 

.41 

25 

42.13 

40.87 

39.62 

38.36 

37.11 

.45 

26 

40.51 

39.30 

38.09 

36.88 

35.68 

.48 

27 

39.01 

37.84 

36.68 

35.52 

34.36 

.52 

28 

37.61 

36.49 

35.37 

34.25 

33.13 

.56 

29 

36.31 

35.23 

34.15 

33.07 

31.99 

.60 

30 

35.11 

34.06 

33.01 

31.97 

30.92 

.64 

31 

33.97 

32.96 

31.95 

30.94 

29.92 

.69 

32 

32.91 

31.93 

30.95 

29.97 

28.98 

.73 

33 

31.91 

30.96 

30.01 

29.06 

28.11 

00 

34 

30.98 

30.05 

29.13 

28.20 

27.28 


35 

30.09 

29.19 

28.30 

27.40 

26.50 


36 

29.25 

28.38 

27.51 

26.64 

25.76 



Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 


































JONES & LAUGHLIN STEEL CO. 


87 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


z w 

« w t/) 


20-inch Beam, Heavy Section 


Distance 
Feet betw 
SUPPORI 

100 

Pounds 

95 

Pounds 

90 

Pounds 

85 

Pounds 

80 

Pounds 

Deflection 

Inches 

10 

88.66 

86.05 

83.43 

80.82 

78.21 

.09 

11 

80.59 

78.22 

75.84 

73.47 

71.10 

.10 

12 

73.88 

71.70 

69.53 

67.35 

65.17 

.12 

13 

68.20 

66.19 

64.18 

62.17 

60.16 

.14 

14 

63.33 

61.46 

59.59 

57.73 

55.86 

.17 

15 

59.11 

57.36 

55.62 

53.88 

52.14 

.19 

1.6 

55.41 

53.78 

52.15 

50.51 

48.88 

.22 

17 

52.15 

50.61 

49.08 

47.54 

46.00 

.25 

18 

49.25 

•47.80 

46.35 

44.90 

43.45 

.28 

19 

46.66 

45.29 

43.91 

42.54 

41.16 

.31 

20 

44.33 

43.02 

41.72 

40.41 

39.10 

.34 

21 

42.22 

40.97 

39.70 

38.49 

37.24 

.38 

22 

40.30 

39.11 

37.93 

36.74 

35.55 

.41 

23 

38.55 

37.41 

36.28 

35.14 

34.00 

.45 

24 

36.94 

35.85 

34.76 

33.68 

32.59 

.49 

25 

35.46 

34.42 

33.37 

32.33 

31.28 

.54 

26 

34.10 

33.09 

32.09 

31.08 

30.08 

.58 

27 

32.83 

31.87 

30.90 

29.93 

28.97 

.62 

28 

31.66 

30.73 

29.80 

28.87 

27.93 

.67 

29 

30.57 

29.67 

28.77 

27.87 

26.97 

.72 

30 

29.55 

28.68 

27.81 

26.94 

26.07 

.77 

31 

28.60 

27.76 

26.91 

26.07 

25.23 

.82 

32 

27.70 

26.89 

26.07 

25.25 

24.44 

.88 

33 

26.86 

26.07 

25.31 

24.49 

23.70 

.93 

34 

26.07 

25.31 

24.52 

23.77 

23.00 


35 

25.33 

24.58 

23.84 

23.09 

22.33 


36 

24.63 

23.90 

23.18 

22.45 

21.72 



Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note.—U se spans above horizontal black line for plastered ceilings. 
















































88 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


z; 

Z: w 

" W (/3 

Id ^ H 

U u K 

s: w o 
<; 05 a. 


20-inch Beam, Standard 






^ H a 

75 

70 

G5 

Deflection , 

c/5 n 

Pounds 

Pounds 

Pounds 

Inches 





10 

68.13 

' 65.51 

62.90 

.09 

11 

61.93 

59.56 

57.18 

.10 

12 

56.82 

54.59 

52.41 

.12 

13 

• 52.40 

50.39 

48.38 

.14 

14 

48.66 

46.79 

44.93 

.17 

15 

45.42 

43.67 

41.93 

.19 

16 

42.58 

40.94 

39.31 

.22 

17 

40.07 

38.54 

37.00 

.25 

18 

37.85 

36.40 

34.94 

.28 

19 

35.86 

34.48 

33.10 

.31. 

20 

34.06 

32.76 

» 31.45 

.34 

21 

32.44 

31.20 

29.95 

.38 

22 

30.97 

29.78 

28.59 

.41 

' 23 

29.62 

28.48 

27.35 

.45 

24 

28.41 

27.29 

26.21 

.49 

25 

27.25 

26.20 

25.16 

.54 

26 

26.20 

25.19 

24.19 

.58 

27 

25.23 

24.26 

23.29 

.62 

• 28 

24.33 

23.45 

22.46 

.67 

29 

23.49 

22.59 

21.69 

.72 

30 

22.71 

21.83 

20.97 

.77 

31 

21.98 

21.13 

. 20.29 

.82 

32 

21.29 

20.47 

19.66 

.88 

33 

20.64 

19.85 

19.06 

.93 

34 

20.04 

19.27 

18.50 


35 

19.46 

18.72 

17.97 


36 

18.94 

18.20 

17.47 



Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 




























JONES & LAUGHLIN STEEL CO. 89 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


Distance in 
Feet between 
Supports 


18-Inch 

Beam, Standard 


70 

Pounds 

r 

G5 

Pounds 

GO 

Pounds 

55 

Pounds 

Deflection 

Inches 

10 

54.52 

52.16 

49.80 

47.06 

.10 

11 

49.56 

47.42 

45.27 

42.78 

.12 

12 

45.43 

43.47 

41.50 

39.22 

.14 

13 

41.94 

40.12 

38.30 

36.20 

.16 

14 

38.94 

37.26 

35.57 

33.62 

.19 

15 

36.34 

34.77 

33.20 

31.38 

.21 

16 

34.07 

32.60 

31.12 

29.42 

.24 

17 

32.07 

30.68 

29.29 

27.68 

.28 

18 

30.29 

28.98 

27.66 

26.14 

.31 

19 

28.70 

27.46 

26.21 

24.77 

.34 

20 

27.26 

26.08 

24.90 

23.53 

.38 

21 

25.97 

24.84 

23.71 

22.41 

.42 

22 

24.78 

23.71 

22.63 

21.39 

.46 

23 

23.70 

22.68 

21.65 

20.46 

.50 

24 

^ 22.71 

21.73 

20.75 

19.61 

. .55 

25 

* 21.81 

20.86 

19.92 

18.82 

.60 

26 

20.97 

20.06 

19.15 

18.10 

.64 

27 

20.19 

19.32 

18.44 

17.43 

.69 

28 . 

19.47 

18.63 

17.78 

16.81 

.75 

29 

18.80 

17.99 

17.17 

16.23 

.80 

30 

18.17 

17.39 

16.60 

15.69 

.86 

31 

17.58 

16.83 

16.06 

15.18 

.92 

32 

17.04 

16.30 

15.56 

14.71 

.98 

33 

16.52 

15.81 

15.09 

14.27 

1.04 

34 

16.03 

15.34 

14.65 

13.84 


35 

15.58 

14.91 

14.23 

13.45 


36 

15.14 

14.49 

13.83 

13.07 



Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note.— Use spans above horizontal black line for plastered ceilings. 




























90 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 



15-Inch Beam, Heavy Section 


Distance 
Feet betv 
Support 

1(K) 

Pounds 

95 

Pounds 

90 

Pounds 

85 

Pounds 

80 

Pounds 

Deflection 

Inches 

10 

63.96 

62.00 

60.04 

58.08 

56.11 

.11 

11 

58.14 

56.36 

54.58 

52.80 

51.01 

’.14 

12 

53.30 

51.66 

50.03 

48.40 

46.76 

.16 

13 

49.20 

47.69 

46.18 

44.67 

43.17 

.19 

14 

45.68 

44.28 

42.88 

41.48 

40.08 

.22 

15 

42.64 

41.33 

40.02 

38.72 

37.41 

.26 

16 

39.97 

38.75 

37.52 

36.30 

35.07 

.29 

17 

37.62 

36.47 

35.32 

34.16 

33.01 

.33 

18 

35.53 

34.44 

33.35 

32.26 

31.17 

.37 

19 

33.66 

32.63 

31.60 

30.57 

29.52 

.41 

20 

31.98 

31.00 

30.02 

29.04 

28.06 

.46 

21 

30.45 

29.52 

28.59 

27.66 

26.73 

.50 

22 

29.07 

28.18 

27.29 

26.40 

25.51 

.55 

23 

27.81 

26.96 

26.10 

25.25 

24.40 

.60 

24 

26.65 

25.83 

25.01 

24.20 

23.38 

.66 

25 

25.58 

24.80 

24.01 

23.23 

22.45 

.71 

26 

24.60 

23.84 

23.09 

22.34 

21.58 

.77 

27 

23.69 

22.96 

22.24 

21.51 

20.78 

.83 ' 

28 

22.84 

22.14 

21.44 

20.74 

20.04 

^0 

29 

22.05 

21.38 

20.70 

20.03 

19.35 

.96 

30 

21.32 

20.67 

20.01 

19.36 

18.70 

1.03 

31 

20.63 

20.00 

19.37 

18.73 

18.10 

1.10 

32 

19.99 

19.37 

18.76 

18.15 

17.54 

1.17 

33 

19.38 

18.79 

18.19 

17.60 

17.00 

1.24 

34 

18-.81 

18.23 

17.66 

17.08 

16.50 


35 

18.27 

17.71 

17.15 , 

16.59 

16.03 


36 

17.76 

17.22 

16.68 

16.13 

15.59 



Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note.—U se spans above horizontal black line for plastered ceilings. 



































JONES & LAUGHLIN STEEL CO. 91 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


Distance in 

F EET BETWEEN 

Supports 


15-Inch Beam, 

Light Section 


80 

Pounds 

75 

Pounds 

70 

Pounds 

65 

Pounds 

GO 

Pounds 

Deflection 

Inches 

10 

51.15 

49.19 

47.23 

45.27 

43.31 

.11 

11 

46.50 

44.72 

42.93 

41.15 

39.37 

.14 

12 

42.62 

40.99 

39.36 

37.72 

36.09 

.16 

13 

39.35 

37.84 

36.33 

. 34.82 

33.31 

.19 

14 

36.54 

35.13 

33.73 

32.33 

30.93 

.22 

15 

34.10 

32.79 

31.49 

30.18 

28.87 

.26 

16 

31.97 

30.74 

29.52 

28.29 

27.07 

.29 

17 

30.09 

28.93 

27.78 

26.63 

25.47 

.33 

18 

28.42 

27.33 

26.24 

25.15 

24.06 

.37 

19 

26.92 

25.89 

24.86 

23.82 

22.79 

.41 

20 

25.57 

24.59 

23.61 

22.63 

21.65 

.46 

21 

24.36 

23.42 

22.49 

21.56 

20.62 

.50 

22 

23.25 

22.36 

21.47 

20.58 

19.69 

.55 

23 

22.24 

21.39 

20.53 

19.68 

18.83 

.60 

24 ‘ 

21.31 

20.50 

19.68 

18.86 

18.04 

.66 

25 

20.46 

19.68 

18.89 

18.11 

17.32 

.71 

26 

19.67 

18.92 

18.16 

17.41 

16.66 

.77 

27 

18.95 

18.22 

17.49 

16.77 

16.04 

.83 

28 

18.27 

17.57 

16.87 

16.17 

15.47 

.90 

29 

17.64 

16.96 

16.29 

15.61 

14.93 

.96 

30 

17.05 

16.40 

15.74 

15.09 

14.44 

1.03 

31 

16.50 

15.87 

15.23 

14.60 

13.97 

1.10 

32 

15.98 

15.37 

14.76 

14.14 

13.53 

1.17 

33 

15.50 

14.91 

14.31 

13.72 

13.12 

1.24 

34 

15.04 

14.47 

13.89 

13.31 

12.74 


35 

14.61 

.14.05 

13.49 

12.93 

12.36 


36 

14.21 

13.66 

13.12 

12.57 

12.03 



Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 














































92 


JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


% 

% w 

hH Cl] 

S cn 


15-1 NCH 

Beam, Standard 


G H X 
z W O 


1 




^ M d. 

55 

■* 50 

45 

42 

Deflection 

0 W 1 

fa 

Pounds 

Pounds 

Pounds 

Pounds 

Inches 

10 

36.52 

34.55 

32.59 

31.41 

.11 

11 

33.19 

31.41 

29.63 

28.56 

.14 

12 

30.42 

28.79 

27.16 

26.18 

- .16 

13 

28.08 

26.58 

25.07 

24.16 

.19 

14 

26.08 

24.68 

23.28 

22.44 

.22 

15 

24.34 

23.03 

21.73 

20.94 

.26 

16 

22.82 

21.59 

20.37 

19.63 

.29 

17 

21.49 

20.32 

19.17 

18.48 

.33 

18 

20.28 

19.19 

18.10 

17.45 

.37 ' 

19 

19.21 

18.18 

17.15 

16.53 

.41 

20 

18.26 

17.26 

16.29 

15.71 

.46 

21 

17.38 

16.45 

15.52 

14.96 

.50 

22 

16.59 

15.70 

14.81 

14.28 

.55 

23 

15.87 

15.02 

14.17 

13.66 

.60 

24 

15.21 

14.40 

13.58 

13.09 

.66 

25 

14.60 

13.82 

13.04 

12.56 

.71 

26 

14.04 

13.29 

12.53 

12.08 

.77 

27 

13.52 

12.80 

12.07 

11.63 

.83 

28 

13.04 

12.34 

11.64 

11.22 

.90 

29 

12.59 

11.91 

11.24 

10.83 

.96 

30 

12.17 

11.52 

10.86 

10.47 

1.03 

31 

11.78 

11.14 

10.51 

10.13 

1.10 

32 

11.41 

10.80 

10.18 

9.82 

1.17 

33 

11.06 

10.47 

9.88 

9.52 

1.24 

34 

10.74 

10.16 

9.58 

9.24 


35 

10.43 

9.87 

9.31 

8.97 


36 

10.14 

9.60 

9.05 

8.73 

. 


Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 
















































JONES & LAUGHLIN STEEL CO. 93 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


Distance in Feet 
BETWEEN Supports 

12-inch Beam, Special Section 

12-inch Beam 
Standard 

CO 

Pounds 

55 

Pounds 

50 

Pounds 

45 

Pounds 

40 

Pounds 

j 

! ■ 

35 

' Pounds 

1 

31 V 2 

Pounds 

Def. 

Inches 

10 

30.18 

28.61 

27.04 

25.48 

1 

23.9li 

20.28 

19.18 

.14 

11 

27.44 

26.01 

24.58 

23.16 

21.73: 

i18.44 

17.44 

.17 

12 

25.14 

23.84 

22.54 

21.23 

19.92 

116.90 

15.99 

.21 

13 

23.22 

22.01 

20.80 

19.60 

18.39 

15.60 

14.76 

.24 

14 

21.56 

20.44 

19.32 

18.20 

17.08; 

14.49 

13.70 

.28 

15 

20.13 

19.08 

18.03 

16.98 

15.94i 

13.52 

12.79 

.32 

16 

18.86 

17.88 

16.90 

15.92 

14.94 

112.68 

11.99 

.37 

17 

17.75 

16.83 

15.91 

14.99 

14.061 

11.93 

11.28 

.41 

18 

16.78 

15.90 

15.02 

14.15 

13.28 

11.27 

10.66 

.46 

19 

15.89 

15.06 

14.23 

13.41 

12.58i 

10.67 

10.10 

.52 

20 

15.10 

14.31 

13.52 

12.74 

11.951 

10.14 

9.59 

.57 

21 

14.38 

13.63 

12.88 

12.13 

11.38 

9.66 

9.14 

.63 

22 

13.73 

13.01 

12.29 

11.58 

10.87 

9.22 

8.72 

.69 

23 

13.12 

12.44 

11.76 

11.08 

10.39 

8.82 

8.34 

.76 

24 

12.57 

11.92 

11.27 

10.61 

9.96 

8.45 

7.99 

.82 

25 

12.08 

11.45 

10.82 

10.19 

9.56 

8.11 

7.67 

.89 

26 

11.62 

11.01 

10.40 

9.80 

9.19 

7.80 

7.38 

.97 

27 

11.18 

10.60 

10.02 

9.43 

8.85' 

7.51 

7.10 

1.04 

28 

10.78 

10.22 

9.66 

9.10 

8.54 

7.24 

6.85 

1.12 

29 

10.41 

9.87 

9.33 

8.78 

8.24' 

6.99 

6.62 

1.20 

30 

10.07 

9.54 

9.01 

8.48 

7.97: 

6.76 

6.39 

1.29 

31 

9.74 

9.23 

8.72 

8.21 

7.71 

6.54 

6.19 

1.37 


Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 




























































94 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


Distance in Feet 
BETW'EEN Supports 

10-INCH Beam, Standard 

40 

Pounds 

35 

Pounds 

.30 

Pounds 

25 

Pounds 

Deflection 

Inches 

10 

16.94 

15.64 

14.33 

13.02 

.17 

11 

15.40 

14.22 

13.03 

11.85 

.21 

12 

14.12 

13.03 

11.94 

10.85 

.251 

13 

13.03 

12.03 

11.02 

10.02 

.29 

14 

12.10 

11.17 

10.24 

9.30 

.34 

15 

11.30 

10.42 

9.55 

8.68 

.39 

16 

10.59 

9.77 

8.96 

8.14 

.45 

17 

9.97 

9.20 

8.43 

7.66 

.50 

18 

9.41 

8.69 

7.96 

7.24 

.56 

19 

8.92 

8.23 

7.54 

6.85 

.62 

20 

8.47 

7.82 

7.16 

6.51 

.69 

21 

8.07 

7.45 

6.82 

6.20 

.76 

22 

7.71 

7.11 

6.51 

5.92 

.83 

23 

7.37 

6.80 

6.23 

5.66 

.91 

24 

7.06 

6.52 

5.97 

5.43 

.99 

25 

6.78 

6.25 

5.73 

5.21 

1.07 


9-inch Beam, Standard 

t 

C/J 

t/i 


t/5 





•e 

a 

” o 

to g 

o 

^ h 

o 

(D (j 





^ H-1 

0 

13.35 

12.18 

11.00 

10.06 

.19 

12.14 

11.07 

10.00 

9.15 

.23 

11.12 

10.15 

9.17 

8.39 

.27 

10.27 

9.36 

8.46 

7.74 

.32 

9.53 

8.70 

7.86 

7.19 

.37 

8.90 

8.12 

7.34 

6.71 

.43 

8.34 

7:61 

00 

00 

o 

6.29 

.49 

7.85 

7.16 

6.47 

5.92 

.55 

7.42 

6.76 

6.11 

5.60 

.62 

7.03 

6.41 

5.79 

5.30 

.69 

6.67 

6.09 

5.50 

5.03 

.76 


Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note.—U se spans above horizontal black line for plastered ceilings. 





























































JONES & LAUGHLIN STEEL 

C 0 . 

95 


SAFE LOADS IN TONS 

OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 





Steel Beams 




I U ^ 

8-inh Beam, Standard 


1 1 

7-inch Beam 

, Standard 

1 ^ CL. 










1 z 









f 

w« 

1 Z u 

1 -< w 

1 ^ 

£2 H 

og 

(/) 

*“'5 S 

M O 

Ph 

23 

Pounds 

20J4 

Pounds 

18 

Pounds 

Deflection 

Inches 

20 

Pounds 

t/i 

tH O 

Ph 

15 

Pounds 

Deflection 

Inches 

5 

18.31 

17.26 

16.21 

15.17 


12.87 

11.95 

! 11.04 

1 

1 

6 

15.26 

14.38 

13.51 

12.64 

.08 1 

10.73 

9.96 

; 9.20 

.09 

7 

13.08 

12.33 

11.58 

10.83 

.10 

9.19 

8.53 

7.89 

.12 

8 

11.44 

10.79 

10.13 

9.48 

.14 

8.04 

7.47 

6.90 

.16 

9 

10.17 

9.59 

9.01 

8.43 

.171 

7.15 

6.64 

6.13 

.20 

10 

9.15 

8.63 

8.11 

7.58 

.21 

6.44 

5.98 

5.52 

.24 

11 

8.32 

7.85 

7.37 

6.89 

.26 

5.85 

5.43 

5.02 

.30 

12 

7.63 

7.19 

6.76 

6.32 

.31 

5.36 

4.98 

4.60 

.35 

13 

7.04 

6.64 

6.24 

5.83 

.36 

4.95 

4.60 

4.25 

.41 

14 

6.54 

6.16 

5.79 

5.42 

.42 

4.60 

4.26 

3.94 

.48 

15 

6.10 

5.75 

5.40 

5.06 

.48 

4.29 

3.99 

3.68 

.55 

16 

5.72 

5.39 

5.07 

4.74 

.55 

4.02 

3.74 

3.45 

.63 

17 

5.38 

5.08 

4.76 

4.46 

.62 





18 

5.08 

$ 

4.79 

4.50 

4.21 

.69 





1 Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 

1 per square mch. 








1 Note. — Use spans above horizontal black line for plastered ceilings. 




















































































9G 


JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 


Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


fA n 

G-inch Beam, Standard 

5-inch Beam, 

Standard 

o 









S 

{/} 

H 

z w 
<: w 

C/3 

O 

c/3 

§ 

viy^ 

Pounds 

iflection 

nches 

C/3 

o 

CL 

c/3 

- ^ 5 

rH O 

OH 

’oiinds 

eflection 

[nches 

w H 


(-H 

° i 

1 




C 

5 

9.31 

8.53 

7.74 

1 

6.47 

5.81 

5.16 

.09 

6 

7.76 

7.11 

6.45 

.10 

5.39 

4.84 

4.30 

.12 

7 

6.65 

6.09 

5.53 

.14 

4.62 

4.15 

3.68 

.17 

8 

5.82 

5.33 

4.84 

.18 

4.04 

3.63 

3.22 

.22 

9 

5.17 

4.74 

4.30 

.23 

3.59 

3.23 

2.87 

00 

10 

4.66 

4,26 

3.87 

.29 

3.23 

2.91 

2.58 

.34 

11 

4.23 

3.88 

3.52 

.35 

2.94 

2.64 

2.34 

.41 

12 

3.88 

3.55 

3.23 

.41 

2.69 

2.42 

2.15 

.49 

13 

3.58 

3.28 

2.98 

.48 





14 

3.33 

3.05 

2.77 

.56 





15 

3.10 

2.84 

2.58 

.64 





16 

2.91 

2.66 

2.42 

.73 


1 




Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 

















































JONES & LAUGHLIN STEEL CO. 97 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Beams 


Distance in Feet 
BETWEEN Supports 

4-inch Beam, Standard 

3-inch 

Beam,Standard 

t/) 

O =3 

O 

(in 

9V2 

Pounds 

SV2 

Pounds 

7y2 

Pounds 

fl P 

De ction 
Inches 

7^2 

Pounds 

GV2 

Pounds 

c/5 

'd 

O o 
pL, 

Deflection 

Inches 

5 

3.81 

3.60 

3.39 

3.18 

.11 

2.08 

1.92 

1.76 

.14 

6 

3.17 

3.00 

2.82 

2.65 

.15 

1.73 

1.60 

1.47 

.21 

7 

2.72 

2.57 

2.42 

2.27 

.21 

1.49 

1.39 

1.26 

.28 

8 

2.38 

2.25 

2.12 

1.99 

.27 

1.30 

1.20 

1.10 

.37 

9 

2.12 

2.00 

1.88 

1.77 

.35 





10 

1.90 

1.80 

1.70 

1.59 

.43 






Safe load includes weight of beam. Maximum fiber strain of 16,000 pounds 
per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 









































98 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Channels 


Distance in 

Feet between 
Supports 


15-Inch Channel, Standard 


55 

Pounds 

1 

50 

Pounds 

45 

Pounds 

40 

Pounds 

35 

Pounds 

33 

Pounds 

10 

30.85 

28.80 

26.93 

24.97 

23.01 

22.22 

11 

28.05 

26.27 

24.48 

22.70 

20.92 

20.20 

12 

25.71 

24.08 

22.44 

20.81 

19.17 

18.52 

13 

23.73 

22.22 

20.72 

19.21 

17.70 

17.10 

14 

22.04 

20.64 

19.24 

17.84 

16.44 

15.87 

15 

20.57 

19.26 

17.96 

16.65 

15.34 

14.82 

16 

19.28 

18. Q6 

16.83 

15.61 

14.38 

13.89 

17 

18.15 

16.99 

15.84 

14.69 

13.53 

13.07 

18 

17.14 

16.05 

14.96 

13.87 

12.78 

12.35 

19 

16.24 

15.21 

14.17 

13.14 

12.11 

11.69 

20 

15.43 

14.45 

13.47 

12.48 

11.50 

11.11 

21 

14.69 

13.76 

12.82 

11.89 

10.96 

10.58 

22 

14.02 

13.13 

12.24 

11.35 

10.46 

10.10 

23 

13.41 

12.56 

11.71 

10.86 

10.00 

9.66 

24 

12.86 

12.04 

11.22 

10.40 

9.59 

9.26 

25 

12.34 

11.56 

10.77 

9.99 

9.20 

8.89 

26 

11.87 

11.11 

10.36 

9.60 

8.85 

8.55 

27 

11.43' 

10.70 

9.97 

9.25 

8.52 

8.23 

28 

11.02 

10.32 

9.62 

8.92 

8.22 

7.94 

29 

10.64 

9.96 

9.29 

8.61 

7.93 

7.66 

30 

10.28 

9.63 

8.98 

8.32 

7.67 ’ 

7.41 


Safe load includes weight of channel. Maximum fiber strain of 16,000 
pounds per square inch. 

Note. —Use spans abovelhorizontal black line for plastered ceilings. 














































JONES & LAUGHLIN STEEL CO. 99 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Channels 


Distance in Feet 
BETWEEN Supports 

12-inch Channel, Standard 

40 

Pounds 

35 

Pounds 

30 

Pounds 

25 

Pounds 

2 oy2 

Pounds 

10 

17.50 

15.93 

14.36 

12.80 

11.38 

11 

15.91 

14.49 

13.06 

11.64 

10.35 

12 

14.59 

13.28 

11.97 

10.67 

9.48 

13 

13.46 

12.25 

11.05 

9.85 

8.76 

14 

12.50 

11.38 

10.26 

9.14 

8.13 

15 

11.67 

10.62 

9.58 

8.53 

7.59 

16 

10.94 

9.96 

8.98 

8.00 

7.12 

17 

10.30 

9.37 

8.45 

7.53 

6.69 

18 

9.72 

8.85 

7.98 

7.11 

6.33 

19 

9.21 

8.39 

7.56 

6.74 

5.99 

20 

8.75 

7.97 

7.18 

6.40 

5.69 

21 

8.34 

7.59 

6.84 

6.09 

5.42 

22 

7.96 

7.24 

6.53 

5.82 

5.18 

23 

7.61 

6.93 

6.25 

5.56 

4.95 

24 

7.29 

6.64 

5.99 

5.33 

4.74 

25 

7.00 

6.37 

5.75 

5.12 

4.55 

26 

6.73 

6.13 

5.53 

4.92 

4.38 

27 

6.48 

5.90 

5.32 

4.74 

4.22 

28 

6.25 

5.69 

5.13 

4.57 

4.07 

29 

6.04 

5.49 

4.95 

4.41 

3.92 

30 

5.83 

5.31 

4.79 

4.27 

3.79 


Safe load includes weight of channel. Maximum fiber strain of 16,000 
pounds per square inch. 

Note.—U se spans above horizontal black line for plastered ceilings. 

9 * 

t ) > 






































100 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Channels 


Distance in Feet . 
BETWEEN Supports 

10-INCH Channel, Standard 

35 

Pounds 

30 

Pounds 

25 

Pounds 

20 

Pounds 

15 

Pounds 

10 

12.36 

11.06 

9.75 

8.44 

7.13 

11 

11.24 

10.05 

8.86 

7.67 

6.49 

12 

10.30 

9.21 

8.12 

7.03 

5.94 

13 

9.51 

8.50 

7.50 

6.49 

5.49 

14 

8.83 

7.90 

6.96 

6.03 

5.10 

15 

8.24 

7.37 

6.50 

5.63 

4.75 

16 

7.73 

6.91 

6.09 

5.28 

4.46 

17 

7.27 

6.50 

5.73 

4.97 

4.20 

18 

6.87 

6.14 

5.42 

4.69 

3.96 

19 

6.51 

5.82 

5.14 

4.44 

3.75 

20 

' 6.18 

5.53 

4.87 

4.22 

3.57 

21 

! 5.89 

5.26 

4.64 

4.02 

3.44 

22 

' 5.62 

5.03 

4.43 

3.84 

3.24 

23 

5.37 

4.81 

4.24 

3.67 

3.10 

24 

' 5.15 

4.61 

4.06 

3.52 

2.97 

25 

4.95 

4.42 

3.90 

3.38 

2.85 


Safe load includes weight of channel. Maximum fiber strain of 16,000 
pounds per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 


< I 




































JONES & LAUGHLIN STEEL CO. 101 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Channels 


« o 
a. 

PL. 

Z 


9-Inch Channel, Standard 


Distance i 

BETWEEN Si 

25 

Pounds 

20 

Pounds 

15 

Pounds 

Pounds 

10 

8.37 

7.20 

6.02 

5.61 

11 

7.61 

6.54 

5.47 

5.10 

12 

6.98 

6.00 

5.02 

4.67 

13 

6.44 

5.54 

4.63 

4.31 

14 

5.98 

5.14 

4.30 

4.01 

15 

5.58 

4.80 

4.01 

3.74 

16 

5.23 

4.50 

3.76 

3.51 ' 

17 

4.92 

4.23 

3.54 

3.30 

18 

4.65 

4.00 

3.34 

3.12 

19 

4.41 

3.79 

3.17 

2.95 

20 

4.19 

3.60 

3.01 

2.80 

‘ 21 

3.99 

3.43 

2.87 

2.67 


Safe load includes weight of channel. Maximum fiber strain of 16,000 
pounds per square inch 

Note. —Use spans above horizontal black line for plastered ceilings. 





























102 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Channels 


c/3 

H 

PS 

O 

0 . 

p. 

D 

c/2 


8-Inch Channel, Standard 


Distance 

BETWEEN 

21K 
Pounds 

18K 

Pounds 

ICK 

Pounds 

13K 

Pounds 

11 % 

Pounds 

10 

6.40 

5.88 

5.35 

4.83 

4.32 

11 

5.82 

5.34 

4.87 

4.39 

3.93 

12 

5.33 

4.90 

4.46 

4.03 

3.60 

13 

4.92. 

4.52 

4.12 

3.72 

3.32 

14 

4.57 

4.20 

3.82 

3.45 

3.08 

15 

4.27 

3.92 

3.57 

3.22 

, 2.88 

16 

4.00 

3.67 

3.35 

3.02 

• 2.70 

17 

3.76 

3.46 

3.15 

2.84 

2.54 

18 

3.56 

3.28 

2.97 

2.68 

2.40 


Safe load includes weight of channel. Maximum fiber strain of 16,000 
pounds per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 






























JONES & LAUGHLIN STEEL CO. 103 


SAFE LOADS IN TONS OF 2000 POUNDS 

•Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Channels 


Distancein Feet | 
BETWEEN Supports 

' 7-inch Channel, Standard 

19H 

Pounds 

17 H 
Pounds 

im 

Pounds 

12 K 
Pounds 

OH 

Pounds 

5 

10.09 

9.17 

8.26 

7.35 

6.43 

6 

8.41 

7.64 

6.88 

6.12 

5.36 

7 

7.20 

6.55 

5.90 

5.25 

4.59 

8 

6.30 

.5.73 

5.16 

4.59 

4.02 

9 

5.61 

5.10 

4.59 

4.08 

3.57 

10 

5.04 

4.59 

4.13 

3.67 

3.22 

11 

4.58 

4.17 

3.75 

3.34 

2.92 

12 

4.20 

3.82 

3.44 

3.06 

2.68 

13 

3.88 

3.53 

3.18 

2.82 

2.47 

14 

3.60 

3.27 

2.95 

2.62 

2.29 

15 

3.36 

3.06 

2.75 

2.45 

2.14' 

16 

3.15 

2.86 

2.58 

2.29 

2.01 


Safe load includes weight of channel. Maximum fiber strain of 16,000 
pounds per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 






































104 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Channels 


Distance in Feet 
BETWEEN Supports 

G-inch Channel, Standard 

5-inch Channel, Standard 

1 

1 

Pounds 

13 

Pounds 

loy 

Pounds 

8 

Pounds 

i 

1 

; 111^ 
Pounds 

c 

9 

Pounds 

6 y 2 

Pounds 

5 

6.97 

6.19 

5.41 

■ 4.62 

! 4.47 

3.82 

3.16 

6 

5.81 

5.16 

4.50 

3.85 

1 3.73 

3.18 

2.64 

7 

4.98 

4.42 

3.86 

3.30 

1 3.19 

2.73 

2.26 

8 

4.36 

3.87 

3.38 

2.89 

1 2.79 

2.39 

1.98 

9 

3.87 

3.44 

3.00 

2.57 

2.48 

2.12 

1.76 

10 

3.49 

3.09 

2.73 

2.31 

I 2.23 

1.92 

1.58 

11 

3.17 

2.81 

2.45 

2.10 

2.03 

1.75 

1.44 

12 

2.91 

2.58 

2.25 

1.93 

1.86 

1.59 

1.32 

13 

2.68 

2.38 

2.08 

1.78 

1 



14 

2.49 

2.21 

1.93 

1.65 

1 

1 



15 

2.32 

2.06 

1.80 

1.54 

1 

- 


16 

2.18 

1.93 

1.69 

1.44 

1 






Safe load includes weight of channel. Maximum 6ber strain of 16,000 
pounds per square inch. 

Note —Use spans above horizontal black line for plastered ceilings. 









































JONES & LAUGHLIN STEEL CO. 105 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co’s. 

Steel Channels 


IN Feet 
Supports 

4-Inch Channel 
Standard 

3-Inch Channel 
Standard 

Distance 

BETWEEN I 

75^ 

Pounds 

6 H 

Pounds 

5K 

Pounds 

6 

Pounds 

5 

Pounds 

4 

Pounds 

5 

2.44 

2.23 

2.02 

1.48 

1.32 

1.16 

6 

2.04 

1.86 

1.69 

1.23 

1.10 

.97 

7 

1.74 

1.59 

1.44 * 

i 

1.06 

.94 

.83 

8 

1.53 

1.39 

1.26 

.92 

.82 

.73 

9 

1.36 

1.24 

« 

1.12 

1 




10 

1.22 

1.12 

1.01 ! 





Safe load includes weight of channel. Maximum fiber strain of 16,000 
pounds per square inch. 

Note. —Use spans above horizontal black line for plastered ceilings. 







































106 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co’s. 
Angles with Equal Legs 


Distance between Supports in Feet 


.Size 


OF Angle 

1 

2 

3 

4 

1 

5 

6 

7 

8 

9 

10 

8 X8 X 

44.64 

i 

1 

22.32 1 

14.88 

11.16 

8.93 

7.44 

6.38 

5.58 

4.96 

4.46 

8 X8 XIH 

93.49 

46.74 

31.16 

23.37 

18.70 

15.58 

13.36 ! 

11.69 

10.39 

9.35 

6 X6 X A 

21.71 

10.85 

7.24 

5.43 

4.34 

3.62 

3.10 

2.71 

2.41 

2.17 

6 X6 X K 

40.75 

20.37 

13.58 

10.18 

8.15 

6.79 

5.82 

5.09 

4.53 

4.08 

5 X5 X H 

11.84 

5.92 

3.95 

2.96 

2.37 * 

1.97 

1.69 

1.48 

1.32 

1.18 

5 X5 X M 

24.11 

12.05 

8.04 

6.03 

4.82 

4.02 

3.44 

3.01 

2.68 

2.41 

4 X4 X 

8.11 

4.05 

2.70 

2.03 

1.62 

1.35 

1.16 

1.01 

0.90 

0.81 

4 X4 X M 

14.99 

7.49 

5.00 

3.75 

3.00 

2.50 

2.14 

1.87 

1.67 

1.50 

3i^X3HX H 

6.13 

3.07 

2.04 

1.53 

1.23 

1.02 

0.88 

0.77 

0.68 

0.61 

3HX33^X M 

10.83 

5.41 

3.61 

2.71 

2.17 

1.81 

1.55 

1.35 

1.20 

1.08 

3MX3MX Vs 

5.28 

2.64 

1.76 

1.32 

1.05 

0.88 

0.75 

0.66 

0.59 

0.53 

3HXZHX H 

7.25 

3.62 

2.42 

1.81 

1.45 

1.21 

1.04 

0.91 

0.81 

0.73 

3 X3 X M 

3.09 

1.54 

1.03 

0 77 

0.62 

0.51 

0.44 

0.39 

0.34 

0.31 

3 X3 X 5-^ 

6.93 

3.47 

2.31 

1.73 

1.39 

1.16 

0.99 

0.87 

0.77 

0.69 

2VX2HX Vi 

2.56 

1.28 

0.85 

0.64 

0.51 

0.43 

0.37 

0.32 

0.28 

0.26 

2VX2HX V 2 

4.75 

2.37 

1.58 

1.19 

0.95 

0.79 

0.68 

0.59 

0.53 

0.48 

2J^X2HX M 

2.13 

1.07 

0.71 

0.53 

0.43 

0.36 

0.30 

0.27 

0.24 

0.21 

2HX2i^X 3^ 

3.89 

1.94 

1.30 

0.97 

0.78 

0.65 

0.56 

0.49 

0.43 

0.39 

2HX2}4X Vi 

1.71 

0.85 

0.57 

0.43 

0.34 

0.29 

0.24 

0.21 

0.19 

0.17 

2MX2MX 3^ 

3.09 

1.54 

1.03 

0.77 

0.62 

0.52 

0.44 

0.39 

0.34 

0.31 

\00 

X 

X 

0.80 

0.40 

0.27 

0.20 

0.16 

0.13 

0.11 

0.10 

0.09 

0.08 

2 X2 X A 

2.13 

1.06 

0.71 

0.53 

0.43 

0.36 

0.30 

0.27 

0.24 

0.21 

mxmxvs 

0.59 

0.30 

0.20 

0.15 

0.12 

0.10 

0.08 

0.07 

0.07 

0.06 

mxmx * 

1.60 

0.80 

0.53 

0.40 

0.32 

0.27 

0.23 

0.20 

0.18 

0.16 

13 ^X 1 J^X Vs 

0.41 

0.21 

0.14 

0.10 

0.08 

0.07 

0.06 

0.05 

0.05 

0.04 

I^XIJ^X Vs 

1.03 

0.52 

. 0.34 

0.26 

0.21 

0.17 

0.15 

0.13 

0.11 

0.10 

WiXWiX Vs 

0.27 

0.135 

0.090 

0.067 

0.054 

! 0.045 

0.039 

0.034 

0.030 

0.027 

mxmx V 

0.48 

0.24 

0.16 

0.12 

0.096 

0.080 

0.069 

0.060 

0.053 

0.048 

1 XI X H 

0.17 

0.085 

0.057 

0.042 

0.034 

0.028 

0.024 

0.021 

0.019 

0.017 

1 XI X A 

0.23 

0.115 

0.077 

0.057 

0.046 

! 0.038 

0.033 

! 0.029 

0.025 

0.023 

VX HX 3 ^ 

0.09 

0.045 

0.030 

0.022 

0.018 

; 0.015 

, 0.013 

0.011 

0.010 

0.009 

MX MX A 

0.127 

0.063 

0.042 

0.032 

0.025 

0.021 

0.018 

0.016 

1 

0.014 

0.013 


Safe loads include weight of angle. Maximum fiber strain of 16,000 pounds 
per square inch. Neutral axis through center of gravity parallel to one leg. 

For safe loads to the right of heavy line the deflection will be greater than 
allowable for plastered ceiling. Limit for 8 x 8 -inch L, 23 feet; for 6 x 6 -inch 
L, 17 feet; for 5 x 5 -inch L, 13 feet; for 4 x 4 -inch L, ii feet. 






























































JONES & LAUGHLIN STEEL CO. 107 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Go’s. 
Angles with Unequal Legs 

Long Leg Vertical 


Distance between Supports in Feet 


Size 


OF Angle 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

6 X4 XH, 

17.71 

8.85 

5.91 

4.43 

3.55 

2.95 

2.53 

2.21 

1.96 

1.77 

6 X4 XU 

35.47 

17.73 

11.83 

8.87 

7.09 

5.91 

5.07 

4.44 

3.95 

3.55 

6 XSHXVs 

17.33 

8.67 

5.77 

4.33 

3.47 

2.89 

2.48 

2.17 

1.92 

1.73 

6 X3HXH 

33.07 

16.53 

11.03 

8.27 

6.61 

5.51 

4.72 

4.13 

3.68 

3.31 

5 X4 XH 

12.53 

6.27 

4.17 

3.13 

2.51 

2.09 

1.79 

1.57 

1.39 

1.25 

5 X4 XH 

22.99 

11.49 

7.67 

5.75 

4.60i3.83 

3.28 

2.88 

2.56 

2.29 

5 X3J^X^ 

12.21 

6.11 

4.07 

3.05 

2.44i2.04 

1.75 

1.53 

1.36 

1.23 

5 xmxH 

22.51 

11.25 

7.51 

5.63 

4.51!3.75 

3.21 

2.81 

2.51 

2.25 

5 X3 XH 

11.89 

5.95 

3.96 

2.97 

2.37il.99 

1.69 

1.49 

1.32 

1.19 

5 X3 XH 

22.03 

11.01 

7.35 

5.51 

4.40 

3.67 

3.15 

2.76 

2.45 

2.20 

4HX3 XA 

8.21 

4.11 

2.74 

2.05 

1.64 

1.37 

1.17 

1.03 

0.91 

0.82 

4J^X3 Xfi 

19.31 

9.65 

6.44 

4.83 

3.86 

3.22 

2.76 

2.41 

2.15 

1.93 

4 XdHXH 

8.00 

4.00 

2.66 

2.00 

1.60 

1.33 

1.15 

1.00 

0.90 

0.80 

4 XSHXkfi 

14.56 

7.28 

4.85 

3.64 

2.91 2.43 

2.08 

1.83 

1.61 

1.45 

4 X3 XH 

7.63 

3.81 

2.55 

1.91 

1.52 

1.27 

1.09 

0.96 

0.85 

0.76 

4 X3 XH 

14.19 

7.09 

4.73 

3.55 

2.84 

2.36 

2.03 

1.77 

1.57 

1.41 

3HX3 X^8 

5.81 

2.91 

1.93 

1.45 

1.16 

0.97 

0.83 

0.73 

0.64 

0.59 

3MX3 XH 

10.83 

5.41 

3.61 

2.71 

2.161.80 

1.55 

1.36 

1.20 

1.08 

3y2X2HXH 

4.00 

2.00 

1.33 

1.00 

0.80!o.66 

0.57 

0.51 

0.44 

0.40 

3HX2i^XH 

7.79 

3.89 

2.60 

1.95 

1.56 1.29 

1.11 

0.97 

0.87 

0.77 

3 X2HXH 

2.99 

1.49 

1.00 

0.75 

0.60 0.50 

0.43 

0.38 

0.33 

0.29 

3 X2HXH 

5.49 

2.75 

1.83 

1.37 

l.lOjO.92 

0.79 

0.69 

0.61 

0.55 

ZHX2 XH 

2.72 

1.36 

0.91 

0.68 

0.550.45 

0.39 

0.35 

0.31 

0.27 

3MX2 XH 

6.19 

3.09 

2.07 

1.55 

1.24 1.03 

0.88 

0.77 

0.64 

0.61 

3 X2 XA 

1.75 

0.87 

0.58 

0.44 

0.35!o.29 

0.25 

0.22 

0.19 

0.17 

3 X2 XH 

5.33 

2.66 

1.77 

1.33 

1.07 

0.89 

0.76 

0.67 

0.59 

0.53 

2HX2 XA 

1.55 

0.77 

0.52 

0.39 

0.31 

0.25 

0.22 

0.19 

0.17 

0.16 

2HX2 XH 

3.79 

1.89 

1.26 

0.95 

0.76 

0.63 

0.54 

0.47 

0.42 

0.38 

IHXIHXA 

1.11 

0.56 

0.37 

0.28 

0.22 

0.19(0.16 

0.14 

0.12 

0.11 

IHX HXH 

0.35 

0.15 

0.10 

0.08 

0.06 0.05j0.04 

0.04 

0.03 

0.03 

1 X HXH 

0.12 

0.08 

0.05 

0.04 0-.03 0.03 0.02 

0.02 

0.02 

0.02 


Safe loads include weight of angle. Maximum fiber strain of 16,000 
pounds per square inch. Neutral axis through center of gravity parallel to ' 
short leg. 

See notes on page 106. 




























































108 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co’s. 
Angles with Unequal Legs 

Short Leg Vertical 


Distance between Supports in Feet 


Size 


OF Angle 

1 

2 

3 

4 

5 

6 

7 . 

8 

9 

10 

6 X4 X M 

8.53 

4.27 

2.84 

2.13 

1.71 

1.43 

1.22 

1.07 

0.95 

0.85 

6 X4 X H 

16.80 

8.40 

5.60 

4.20 

3.36 

2.80 

2.40 

2.10 

1.87 

1.68 

6 X3>^X^ 

6.56 

3.28 

2.19 

1.64 

1.31 

1.09 

0.94 

0.82 

0.73 

0.66 

6 X3MX1I 

12.85 

6.43 

4.28 

3.21 

2.57 

2.14 

1.84 

1.61 

1.43 

1.28 

5 X4 XH 

8.37 

4.19 

2.79 

2.09 

1.68 

1.40 

1.20 

1.05 

0.93 

0.84 

5 X4 XH 

15.25 

7.63 

5.08 

3.81 

3.05 

2.54 

2.18 

1.91 

1.69 

1.52 

5 X3}4XH 

6.40 

3.20 

2.13 

1.60 

1.28 

1.07 

0.92 

0.80 

0.71 

0.64 

5 X3HXM 

11.63 

5.81 

3.88 

2.91 

2.32 

1.94 

1.66 

1.45 

1.29 

1.16 

5 X3 Xn 

4.75 

2.37 

1.59 

1.19 

0.95 

0.79 

0.68 

0.60 

0.53 

0.48 

5 X3 XH 

8.59 

4.29 

2.87 

2.15 

1.72 

1.43 

1.23 

1.08 

0.96 

0.86 

4HX3 Xt^ 

4.05 

2.03 

1.35 

1.01 

0.81 

0.68 

0.58 

0.51 

0.45 

0.41 

4MX3 XU 

9.12 

4.56 

3.04 

2.28 

1.82 

1.52 

1.30 

1.14 

1.01 

0.91 

4 X^HXH 

6.29 

3.15 

2.09 

1.57 

1.25 

1.05 

0.90 

0.79 

0.70 

0.63 

4 XSHXU 

11.36 

5.68 

3.79 

2.84 

2.27 

1.89 

1.62 

1.42 

1.27 

1.14 

4 X3 XH 

4.53 

2.27 

1.51 

1.13 

0.91 

0.76 

0.65 

0.57 

0.50 

0.45 

4 X3 XH 

8.32 

4.16 

2.77 

2.08 

1.67 

1.39 

1.19 

1.04 

0.92 

0.83 

^HX3 XH 

4.43 

2.21 

1.48 

1.11 

0.88 

0.74 

0.63 

0.56 

0.49 

0.44 

3,^X3 XH 

8.11 

4.05 

2.70 

2.03 

1.62 

1.35 

1.16 

1.01 

0.90 

0.81 

3J^X2J^XM 

2.19 

1.09 

0.73 

0.55 

0.44 

0.36 

0.31 

0.28 

0.24 

0.22 

3J^X2MXM 

4.32 

2.16 

1.44 

1.08 

0.87 

0.72 

0.62 

0.54 

0.48 

0.43 

3 X2HXH 

2.13 

1.07 

0.71 

0.53 

0.43 

0.36 

0.32 

0.27 

0.24 

0.21 

3 X2HXy2 

3.89 

1.95 

1.29 

0.97 

0.78 

0.65 

0.56 

0.49 

0.43 

0.39 

SHX2 XH 

1.12 

0.56 

0.37 

0.28 

0.23 

0.19 

0.16 

0.14 

0.12 

0.11 

3MX2 XM 

2.56 

1.28 

0.85 

0.64 

0.51 

0.43 

0.36 

0.32 

0.28 

0.26 

3 X2 XA 

1.07 

0..53 

0.36 

0.27 

0.21 

0.18 

0.15 

0.13 

0.12 

0.11 

3 X2 XH 

2.51 

1.25 

0.84 

0.63 

0.50 

0.42 

0.36 

0.32 

0.28 

0.25 

2HX2 XA 

1.01 

0.51 

0.33 

0.25 

0.20 

0.17 

0.15 

0.13 

0.11 

0.10 

2 HX2 XH 

2.49 

1.25 

0.83 

0.62 

0.50 

0.41 

0.36 

0.31 

0.28 

0.25 

IHXlHX^g 

0.49 

0.25 

0.16 

0.12 

0.10 

0.08 

0.07 

0.06 

0.05 

0.05 

iHX VsXVs 

0.13 

0.07 

0.04 

0.03 

0.03 

0.02 

0.02 

0.02 

0.02 

0.01 

1 X HXH 

0.064 

0.032 

0.021 

0.016 

0.013 

0.011 

0.009 

0.008 

0.007 

0.006 


Safe loads include weight of angle. Maximum fiber strain of 16,000 
pounds per scjuare inch. Neutral axis through center of gravity parallel to 
long leg. 

See notes on page 106. 

















































JONES & LAUGHLIN STEEL CO. 109 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co’s. 

Tees 


Section 

No. 

Size Flange 
BY Stem 

Distance 

BETWEEN Supports in 

Feet 

1 

2 

3 

4 

5 

6 

7 

8 

1 

9 10 

1 

T 1 

4 X4 

11.67 

5.83 

3.89 

2.92 

2.33 

1.95 

1.67 

1.45 

1.29 1.17 

T 2 

4 X4 

10.28 

5.15 

3.43 

2.57 

2.05 

1.72 

1.47 

1.28 

1.15 1.03 

T31 

5 X234 

4.59 

2.29 

1.53 

1.15 

0.92 

0.76 

0.66 

0.57 

0.51 0.46 

T29 

3>^X4 

8.27 

4.13 

2.76 

2.07 

1.65 

1.37 

1.19 

1.04 

0.92 0.83| 

T33 

41^X3 

4.32 

2.16 

1.44 

1.08 

0.86 

0.72 

0.62 

0.54 

0.48 0.43 

T30 

31^X4 

10.56 

5.28 

3.52 

2.64 

2.11 

1.76 

1.51 

1.32 

1.17:1.05 

T 3 

3J4X3J^ 

7.37 3.69 

2.45 

1.84 

1.48 

1.23 

1.05 

0.92 

0.810.74 

T 4 

3}4X3H 

6.39 3.19 

2.13 

1.60 

1.28 

1.07 

0.92 

0.80 

0.71 0.64 

T23 

334X3 

5.45 2.72 

1.81 

1.36 

1.09 

0.91 

0.77 

0.68 

0.60 0.55 

T24 

334X3 

4.72 2.36 

1.57 

1.18 

0.95 

0.79 

0.68 

0.59 

0.52 0.47 

T26 

3 X3J4 

7.1913.59 

2.40 

1,80 

1.44 

1.20 

1.03 

0.89 

0.80 0.72 

T25 

3 X334 

6.2313.11 

2.08 

1.56 

1.24 

1.04 

0.89 

0.78 

0.69 0.63 

T 5 

3 X3 

4.77 

2.39 

1.59 

1.20 

0.96 

0.80 

0.68 

0.60 

0.53:0.48 

T 6 

3 X3 

4.11 

2.05 

1.37 

1.03 0.83 0.68 

0.59 

0.51 

0.45 0.41 

T32 

3 X3 

3.30 

1.65 

1.10 

0.82 0.66 

0.55 

0.47 

0.41 

0.37 0.33 

T 7 

234X2J^ 

3.25 

1.63 

1.08 

0.81 0.65 

0.55 

0.47 

0.40 0.36 0.32 

T 8 

234X234 

2.79 

1.39 

0.93 

0.69 

0.56 

0.47 

0.40 

0.3510.31 0.28 

T28 

2HX2 

1.69 

0.85 

0.56 

0.42 

0.33 

0.28 

0.24 

0.21 0.19 0.17 

T 9 

2HX2H 

2.13 

1.07 

0.71 

0.53 

0.43 

0.36 

0.31 

0.27 0.24!o.21 

TIO 

2MX234 

1.750.87 

0.59 

0.44 

0.35 

0.29 

0.25 

0.21 0.20,0.17 

Til 

2 X2 

1.36,0.68 

0.45 

0.34 

0.27 

0.23 

0.20 

0.17 0.15:0.14 

T27 

234X1M 

1.03 

0.52 

0.35 

0.26 

0.20 

0.17 

0.15 

0.13j0.12!0.10 

T13 

i^xm 

1.03 

0.51 

0.35 

0.26 

0.20 

0.17 

0.15 

0.13*0.12 0.10 

T12 

IHXIM 

0.68:0.34 

0.23 

0.17 

0.13 

0.12 

0.09 

0.08-0.08 0.07 

T14 

1)4X1H 

0.73i0.37 

0.24 

0.19 

0.15 

0.12 

0.11 

0.0910.08 0.07 

T15 

mxiH 

0.61 

0.31 

0.20 

0.15 

0.12 

0.11 

0.09 

0.08 

0.07:0.06 

T16 ' 

IMXIM 

0.52 

0.26 

0.17 

0.13 

0.11 

0.09 

0.08 

0.07 

0.06 0.05 

T17 

1MX134 

0.39 

0.20 

0.13 

0.10 

0.08 

0.07 

0.05 

0.05 0.040.04 

f T18 

1 XI 

0.25 

0.13 

0.08 

0.07 

0.05 

0.04 

0.04 

0.0310.03 0.03 

T19 

1 XI 

0.19 

0.09 

0.06 

0.05 

0.04 

0.03 

0.03 

0.03 0.02^0.02 


Safe loads include weight of tees. Maximum fiber strain, 16,000 pounds 
per square inch. 

For safe loads to the right of heavy lines the deflection will be greater 
than allowable for plastered ceilings. 































































110 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Jones & Laughlin Steel Co.’s 

Steel Z Bars 


o 


O) 

u ' 
X 
u 
z 


h 

o 

ij 

w < 


Distance between Supports, Feet 


H 

U 

Id 

in 

Size, 

g “ z 

y i<i-i 

X 

H 

’ 4 

5 

G 

7 

8 

9 

10 

12 

14 

16 

Z4 

3 

M 

2.56 

2.05 

1.71 

1.46 

1.28 

1.14 

1.02 

0.85 

0.73 

0.64 



A 

3.17 

2.54 

2.12 

1.81 

1.59 

1.41 

1.27 

1.06 

0.91 

0.70 



Vs 

3 ; 77 

3.02 

2.51 

2.16 

1.88 

1.68 

.1.51 

1.26 

1.08 

0.94 

Z8 

OlA 

^16 

TTff 

3.57 

2.86 

2.38 

2.04 

1.79 

1.59 

1.43 

1.19 

1.02 

0.89 


3 


4.08 

3.26 

2.72 

2.33 

2.04 

1.81 

1.63 

1.36 

1.16 

1.02 


3?s 

A 

4.57 

3.66 

3.05 

2.61 

2.29 

2.03 

1.83 

1.52 

1.31 

1.14 


3*^ 


5.08 

4.05 

3.39 

2.90 

2.54 

2.26 

2.03 

1.69 

1.45 

1.27 

Z9 

3 

A 

1.24 

0.99 

0.82 

0.71 

0.62 

0.55 

0.50 

0.41 

0.36 

0.31 


Safe loads include weighCof.Z bar. Maximum fiber stress, 16,000 pounds 
per square inch. 




































JONES & LAUGHLIN STEEL CO 


111 


lU 

u 

3 

o 

M-H 

3 

G 

c4 


O 

2: 


c/5 

h 

W 

W 

K 

c/5 

Q 

W 

h 

< 

O 

D 

OJ 

o 

o 


rt 


^3 »i_a 


X O) 

c/5 r- 




o 

O 

'oj 

(U 

+-> 

c/5 

C 

• ^ 

2 

bo 

G 

rt 


O 

-2 TS 


u 

H 

O 

;z; 


o 

(1> c 

§5 

.2 o 

CJ 


=a 

)h'^ 

CO 

/^'i 1 

(U 

n 'vA. 1 

c 

U * 

o 

CO 1 

•—» 

D^i 


jy d 

x> 

j 

^3 

V L 1 

V 1 1 


> 


c/: 

S 

o 

*-4>.> 

si 

tc 

d 


^,9 

cjp 

t-o 

O 

1^11 

D 
OP 


v-t 

o 


;d 


tO 


.YJ', 

P = - -vSS '<- - 

.;t5 


c/5 C/5 

•*-* 0) 

<u d 

05 73 

^ M\ 

-*-» CO 

t>iO^ '75 

S-c B 

biO o> 


o c- 

0) 

<D 

d) 05 
05 

Mm .n- (/) 


a 


05 

05 


cr^ 

c/5 <J 

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tuO . 


O . 
05 


^:h 

V- o ? 
5:=i rn 
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</i - m 

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rX rd 
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1 to O 05 to C<4 05 
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CO ^ ^ 


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112 JONES & LAUGHLIN STEEL CO. 


Use of Tables on the Properties of 
Rolled Shapes 

(Pages 118 to 139.) 

These tables afford a ready means of determining the safe 
uniformly distributed load a particular shape will sustain, by 
making one division only. 

Refer to columns headed “ Coefficient of Strength ” C and C' 
and divide the numbers therein found by the length of span 
measured between centers of bearings. The first column gives 
safe uniformly distributed loads with fiber stress at 16,000 
pounds per square inch. The second with fiber stress at 12,500 
pounds for beams and channels and 12,000 pounds for tees 
and zees. 

Referring to 24-inch beam, 80 pounds per foot, in table under 
C is found 1,855,900 and under C' 1,449,900. If span is thirty 
feet divide said numbers by 30, giving 61,863 and 48,330 
respectively, or the number of pounds uniformly distributed 
which a 24-inch beam, 80 pounds per foot, wall safely support 
30 feet between supports, the extreme fibers of beam being 
stressed 16,000 pounds per square inch in first case and 12,500 
pounds in second. 

Suppose we wash to know' the safe load a tee wall support ten 
feet long, section T-30, We find, page 127, under C and C', 
21,160 and 15,870. Dividing same by ten we have 2116 and 
1587 pounds, respectively, as safe loads, stressing material 
16,000 pounds per square inch in first case and 12,000 pounds 
in second. 

With any complicated system of loading it is only necessary 
to determine the moment, multiply same by eight and look up 
nearest number corresponding to this in columns C and C', 
W'hen proper beam, channel, tee or zee will be indicated. 

For example, if a beam is loaded at the center with 10,000 
pounds and the span is twenty feet, the reaction at each end 
of beam is 5000 pounds and eight times the moment or 
8 M=8X 10X500=400,000. 

Under column C we find 405,800, w^hich corresponds to a 
12-inch 35-pound beam. 

Under column C' we find 396,800, which corresponds to a 
12-inch, 40-pound beam. 




JONES & LAUGHLIN STEEL CO. 113 


Where two beams or two channels are connected together by 
latticing or stay plates, column 14 will be useful in spacing them 
to make radii of gyration equal. 

The value of I, I', r, r', R, R' will be found convenient in 
applying the general formulae on the flexure^ of beams of any 
cross-section, given on page 114, to particular sections. 




114 JONES & LAUGHLIN STEEL CO. 


General Formulas on the Flexure of Beams 
of any Cross-Section 

Let A == area of section, in square inches. 

1 = length of span, in inches. 

W = load, uniformly distributed, in pounds. 

M r= bending moment, in inch-pounds. 

h = height of cross-section, out-to-out, in inches. 

n = distance of center of gravity of section, from top or 
from bottom, in inches. 

s = strain per square inch in extreme fibers of beam, 
either top or bottom, in pounds, according as n 
relates to distance from top or from bottom of 
section. 

D = maximum deflection, in inches. 

I = moment of inertia of section, neutral axis through 
center of gravity. 

ld= moment of inertia of section, neutral axis parallel to 
above, but not through center of gravity. 

d = distance between these neutral axes. 

R = section factor. 

r = radius of gyration, in inches. 

E = modulus of elasticitv (for wrought iron, assume 
27,000,000; for steel, 29,000,000). 


Then: R 
M 


I 


n 

si 




I 


s = 

s 

la 
D 

D = 

D = 

D = 


n 

Mn 


= sR 


U 


I 

R 

8sl 

8s 

In 

1 

Win 

W1 


I-fAd2 
5\V13 
384 EX 

PI 3 


R 


8R 


ends 


and 


48EI 

W13 

“set 

P13 


for beam supported at both 
uniformly loaded. 

for beam supported at both ends and 
loaded with a single load P at middle. 

for beam fixed at one end and unsupported 
at the other and uniformly loaded. 

for beam fixed at one end and unsupported 
at the other, and loaded with a single 
load P at the latter end. 


















JONES & LAUGHLIN STEEL CO. 115 


BENDING MOMENTS AND DEFLECTIONS OF 
BEAMS UNDER VARIOUS SYSTEMS 
OF LOADING 


?f^=total load. 
/=length of beam. 


( 1 ) Beam fixed at one end and 
loaded at the other. 


- 





W 


Safe load=^ that given in tables. 
Maximum bending moment at point 
of support = Wl. 

Maximum shear at point of support 
= IV. 

WP 

Deflection = 


3 EI 


( 3 ) Beam supported at both ends, 
single load in the middle. 

--1 - >1 


% 

A 






Safe load=^ that given in tables. 
Maximum bending moment at mid- 
Wl 

die of beam=- 

Maximum shear at points of sup- 
port= W. 

^ n 

Deflection = 

_ 4BEI _ 

( 5 ) Beams supported at both ends, 
single unsymmetrical load. 



Safe load = that given in tables 
P 

'^8ab 

Maximum bending moment under 
, , Wab 

load=—^ 

Maximum shear : at support near 

Wb , Wa 

a — —^; at other support = —j- 

Maximum deflection 

IV ab{2l — a) \— —7— -r 


/= moment of inertia. 

£■= modulus of elasticity. 

( 2 ) Beam fixed at one end, and 
uniformly loaded. 

A.♦7*. 5ik\V* .*3 




- 


r 


-^ 


Safeload=5(i that given in tables. 
Maximum bending moment at 
JVl 

point of support=- 

2 

Maximum shear at point of sup- 
portal^. 

WP 

Deflection = 

0^1 

( 4 ) Beam supported at both ends 
and uniformly loaded. 






■al 


Safe_ load = that given in tables. 
Maximum bending moment at mid- 
IVI 

die of beam=—^ 

Maximum shear at points of sup- 
port= Yi IV. 

WP 

Deflection=———— 

_ 768 El _ 

(fi) Beam supported at both ends, 
two symmetrical loads. 



- — 


< -a- - 


(v 

^ (v 



Safe load=that given in tables 

X— 

4 a 

Maximum bending moment between 
loads=J^ Wa. 

Maximum shear between load and 
nearer support=:J 4 W. 

Maximum deflection 
Wa 


'48E! 


(jP-4a^). 














































116 


JONES & LAUGHLIN STEEL CO. 


VALUES OF MOMENTS OF INERTIA 




I X 



I, axis X-X=- 


4r 


12 


I, axis Y-Y= 


33 (^d-h) +// 3 ^ (^ 4 _^ 4 ) 

•4 


12 


Batter—r= 


h-l 


b d^- 




I, axis X-X= 
I, axis Y-Y 


8r 




\ I 
I I 


12 


r 


-A -L- + 

1 f 1 

I ■ ' 




■e X 




rf 


K— t6“ “ 'X 


3 

^ /2 ^ 

«=[i2 ]^A 

Area=:A=2 b s-\-k t-\-—~{b-t) 


Batter=r: 


h-l 


{b-t) 


> 


~ I—^ 
4 I V 


I I 

I I 

f 1= 

I I 


I, axis X-X= 


b n^-\-l{d-n)^ — {b—t){ji-f)'' 


3 


-r 


I X 


I. axis 

J. 

bf^^i (^/ 2 _/ 2 ) 


11 - 


-b - 


2 {h t+bf) 


I, axis X-X= 


b [d-n)^-{b-t) { 11 —t)^, 

3 

for uneven and even angles. 

I, axis 



for uneven angles. 


3 


I, axis U-U: 


2u^-2{u-l)^-{-l[b-{2ii-—)]3, 


ft 


for even angles. 

_ t (2h-{-b)-^h- fQj. uneven and even 
2 {h-\-b) ’ angles. 







































































































































































JONES & LAUGH'LIN STEEL CO. 


PROPERTIES OF 


1 

2 

3 ; 

4 

5 

6 

7 

8 

9 

u 

0) 

a 

3 

r3 

O 

^ t/) 

xi 
o u 

O 

o 

U-i 

» ^ 

" c 

5 ^ 

o 'u 

V c 

-Q 

JU 

o (U 

tA ^ 
tf u 

c 

rt 

r* <A 
oj 

'5'S 

.2 S u 

t:.2 u 

H) X rt G 

cCg " 

^ _ o U 

. of Inertia 

itral Axis 
;ident with 
er Line of 
Web 

i ^-2 
o 2 S 

w Z C* o ^ 

.a c rv ^ 

a 

o 

■*a 

U 

^ a 

a 

0) 

■S o 

a 

o H 
rt 5 

•5^ - 

U ^ 

O j; 

J2 

o 


o^S-^ 

Mom 

Neil 

Coim 

Cent 

05 rt X = rt 

C “ 

r 

D 

cn 

Q 


<C/5 

4= 

H 


I 

r 



100. 

29.41 

.754 I 

7.254 - 

2380.3 

48.56 

9.00 



95. ; 

27.94 

*692 [ 

7.192 ! 

2309.6 

47.10 

9.09 

BO 

24 

90. 

26.47 

.631 ! 

7.131 

2239.1 

45.70 

9.20 


85. 

25. 

.570: 

7.070 

2168.6 

44.35 

9.31 



80. 

23.53 

.500 

7.000 i 

2087.9 

42.86 

9.46 



100. 1 

29.41 

.884 

7.284 1 

1655.8 

52.65 

7.50 



95. 

27.94 

.810 

7.210 1 

1606.8 

50.78 

7.58 

'B1 

20 

90. 

26.47 

.737 

7.137 

1557.8 

48.98 

7.67 



85. 

25. 

.663 

7.063 * 

1508.7 

47.25 

7.77 



80. 

23.53 

.600 

7.000 

1466.5 

45.81 

7.86 



75. 

22.06 

.649 

6.399 

1268.9 

30.25 

7.58 

B2 

20 

70. 

20.59 

..575 

6.325 

1219.9 

29.04 

7.70 


65. 

19.08 

.500 

6.250 

1169.6 

27.86 

7.83 



70. 

20.59 

.719 

6.259 

921.3 

24.62 

6.69 

B2H 

18 

65. 

19.12 

.637 

6.177 

881.5 

23.47 

6.79 

60. 

17.65 

.555 

6.095 

841.8 

22.38 

6.91 



55. 

15.93 

.460 

6.000 

795.6 

21.19 

7.07 



100. 

29.41 

1.184 

6.792 

900.5 

50.98 

5.53 



95. 

27.94 

1.085 

6.694 

872.9 

48.37 

5.59 

B23^ 

15 

90. 

26.47 

.987 

6.596 

845.4 

45.91 

5.65 


85. 

25. 

.889 

6.498 

817.8 

43.57 

5.72 



80. 

23.53 

.810 

6.400 

795.5 

41.76 

5.78 



75. 

22.06 

.882 

6.274 

691.2 

30.68 

5.60 

:b3 

15 

70. 

20.59 

.784 

6.183 

663.6 

29.00 

5.68 

65. 

19.12 

.686 

6.091 

636.0 

27.42 

5.77 



60. 

17.67 

.590 

I 6.000 

609.0 

25.96 

5.87 



.55. 

16.18 

.656 

1 5.754 

511.0 

17.06 

5.62 

B4 

15 

50. 

14.71 

.5.58 

' 5.669 

483.4 

16.04 

5.73 

45. 

13.24 

.460 

I 5.585 

1 455.8 

15.00 

5.87 



42. 

12.48 

.410 

; 5 500 

! 441.7 

14.62 

5.95 



55. 

16.18 

.822 

! 5.612 

I 321.0 

17.46 

4.45 

:b5 

12 

50. 

14.71 

.699 

i 5.489 

j 303.3 

16.12 

4.54 

45. 

13.24 

.576 

5.366 

285.7 

14.89 

4.65 



40. 

11.84 

.460 

1 5.250 

268.9 

18.81 

4 77 

'B6 

12 

35. 

10.29 

.4.36 

i 5.086 

i 228.3 

10.07 

4.71 

31.50 

9.26 

.350 

5.000 

1 215.8 

9.50 

4.83 



40. 

11.84 

.749 

' 5.099 

158.7 

9.50 

3.67 

B7 

10 

35. 

10.29 

.602 

1 4.952 

146.4 

8.52 

3.77 

30. 

8.82 

.4.55 

* 4.806 

134.2 

7.65 

3.90 



25. 

7.37 

.310 

4.660 

1 122.1 

6.89 

4.07 



35. 

10.29 

.732 

4.772 

111.8 

7.31 

3.29 

B8 

Q 

30. 

8.82 

.569 

4.609 

101.9 

6.42 

3.40 

y 

25. 

7.35 

.406 

4.446 

91.9 

5 65 

3.54 



21. 

6.81 

.290 

4.330 

84.9 

5.16 

3.67 


L=:Safe load in pounds uniformly distributed. I = Span in feet. 

M = Moment of forces in foot pounds. C and C'= Coefficients given on 
opposite page. Weights in heavy print are standard ; others are special. 



























































































120 

JONES 

& LAUGHLIN STEEL CO. 

PROPERTIES OF 

1 

2 

3 

4 

5 

6 

7 

8 

9 







cn 2 i. 



Section Nuinbei 

Depth of Beam 
Inches 

Weight per Foo 
Pounds 

Area of Section 
Square Inches 

Thickness of We 
Inches 

Width of FIang( 

Inches 

Mom. of Inerti 

Neutral Axi 

Perpendicular 

Web at Cente 

Mom. of Inerti 

Neutral Axis 

Coincident wit 

Center Fine o 

Web 

Radius of 

Gyration Neutr 

Axis Perpen¬ 

dicular to We 
at Center 







I 

r 

r 



25.50 

7.50 

.541 

4.271 

68.4 

4.75 

3.02 

B 9 

8 

23.00 

6.76 

.449 

4.179 

64.5 

4.39 

3.09 

20.50 

6.03 

.357 

4.087 

60.6 

4.07 

3.17 



18.00 

5.33 

.270 

4.000 

56.9 

3.78 

3.27 



20.00 

5.88 

.458 

3.868 

42.2 

3.24 

2.68 

BIO 

7 

17.50 

5.15 

.353 

2.763 

39.2 

2.94 . 

2.76 



15.00 

4.42 

.250 

3.660 

36.2 

2.67 

2 85 



17.25 

5.07 

.475 

3.575 

26.2 

2.36 

2.27 

Bll 

6 

14.75 

4.34 

.352 

3.452 

24.0 

2.09 

2.35 



12.25 

3.61 

.230 

3.330 

21.8 

1.85 

2.46 



14.75 

4.34 

.504 

3.294 

15.2 

1.70 

1.87 

B12 

5 

12.25 

3.60 

.357 

3.147 

13.6 

1.45 

1.94 



9.75 

2.87 

.210 

3.000 

12.1 

1.28 

2.05 



10.50 

3.09 

.410 

2.880 

7.1 

1.01 

1.52 

B13 

A 

9.50 

2.79 

.337 

2.807 

6 7 

0.93 

1 55 

4 

8.50 

2.50 

.268 

2.733 

6.4 

0.85 

1.59 



7.50 

2.21 

.190 

2.660 

6.0 

0.77 

1.64 



7.50 

2.21 

.361 

2.521 

2.9 

0.60 

1.15 

B14 

3 

6.50 

1.91 

.263 

2.423 

2.7 

0.53 

1.19 

• 


5.50 

1.63 

.170 

2.330 

2.5 

0.46 

1.23 



PROPERTIES OF SPECIAL 


1 

2 

3 

4 

5 

6 

7 

8 

9 

Section Number 

Depth of Channel 
Inches 

\\'eight per Foot 
Pounds 

Area of Section 
Square Inches 

Thickness of Web 
Inches 

Width of Flange 
Inches 

Mom. of Inertia 
Neutral Axis 
Perpendicular to 
Web at Center 

Mom. of Inertia 
Neutral Axis 
Parallel with 
Center Fine of 
Web 

Radius of 
Gyration Neutral 
Axis Perpen¬ 
dicular to Web 
at Center 







I 

r 

r 

*C IM 

13 

52. 

15.3 

.84 

4.46 

318.2 

13.07 

4.56 

31.5 

9.27 

.375 

4. 

233. 

10.39 

5.01 

tC21 

7 

22.1 

6.50 

.50 

3.50 

46.04 

7.04 

2.67 

18. 

5.29 

.33 

3.33 

41.30 

5.80 

2.79 

tC16 

6 

18.4 

5.41 

.562 

3.06 

25.44 

3.66 

2.17 

13.3 

3.91 

3.12 

2.81 

20.94 

2.65 

2.31 

tC22 

6 

15. 

4.41 

.35 

3.50 

25.02 

4.25 

2.38 

* Special channels. 

t Ship channels. 














































































JONES & LAUGHLIN STEEL CO. 121 


STEEL BEAMS 


10 

11 

12 

13 

14 

15 

Radius of 
Gyration Neutral 
Axis Coincident 
with Center Line 
of Web 

Section Factor 

M Neutral Axis 

^ Perpendicular to 
Web at Center 

Coefficient of 
Strength for Fiber 
^ Stress of i 6 ,ooo 
^ ^ Pounds per Square 

Inch. Used for 

Buildings 

Coefficient of 

Strength for Fiber 

I** Stress of 12,500 

Pounds per Square 

Inch. Used for 

Bridges 

Distance Center 

» 1 to Center 

p 1 4 Required 

Q to Make 

1 y 1 Radii of 

f 1 Gyration 

Equal 

Section Number 

.80 

17.1 

182,500 

142,600 

5.82 


■ .81 

16.1 

172,000 

134,400 

5.96 

■R Q 

.82 

15.1 

161,600 

126,200 

6.12 


.84 

14.2 

151,700 

118,500 

6.32 


.74 

12.1 

128,600 

100,400 

5.15 


.76 

11.2 

119,400 

93,300 

5.31 

BIO 

.78 

10.4 

110,400 

86,300 

5.50 


.68 

8.7 

93,100 

72,800 

4.33 


.69 

8.0 

85,300 

66,600 

4.49 

Bll 

.72 

7.3 

77,500 

60,500 

4.70 


.63 

6.1 

64,600 

50,500 



.63 

5.4 

55,100 

45,400 

• • . • 

B12 

.65 

4.8 

51,600 

40,300 

3.88 


.57 

3.6 

38,100 

29,800 

.... 


.58 

3.4 

36,000 

28,100 

• • • • 

■Rl^ 

.58 

3.2 

33,900 

26,500 

.... 


.59 

3.0 

31,800 

24,900 

3.07 


.52 

1.9 

20,700 

16,200 



.52 

1.8 

19,100 

15,000 

.... 

B14 

.53 

1.7 

17,600 

15,800 

2.24 

- -- 


AND SHIP STEEL CHANNELS 


10 

11 

12 

13 


14 


15. 

16 

Radius of 
Gyration Neutral 
Axis Parallel with 
Center Line of Web 

Section Factor 
u Neutral Axis 

^ Perpendicular to 
Web at Center 

Coefficient of 
Strength for Fiber 
ym. Stress of i 6 ,ooo 
'■ ^ Pounds per Square 
Inch. Used for 
Buildings 

Coefficient of 
Strength for P'iber 
^ Stress of 12,500 
Pounds per Square 
Inch. Used for 
Bridges 

Distance Required 

1 1 to make 

D Gyration 

y 1 Equal 

Distance of Center 
of Gravity from 
Outside of Web 

U 

0) 

g 

'Z 

c 

0 

u 

in 

.924 

1.059 

48.95 

35.85 

522,100 

382,400 

407,900 

298,800 

6.72 

7.66 


1.114 

10.72 

c iy2 

1.04 

1.04 

13.15 

11.80 

140,300 

125,800 

109,600 

98,300 

2.83 
3 01 


1.05 

1.09 

C21 

.80 

.823 

8.48 

6.98 

90.500 

74.500 

70,700 

58,200 

2.45 

2.75 


0.78 

0.79 

CI 6 

.98 

8.34 

88,960 

69,500 

2.24 


1.05 

C22 

































































122 JONES & LAUGHLIN STEEL CO. 


PROPERTIES OF 


1 

2 

3 

4 

5 

6 

7 

8 

9 

Section Number 

Depth of Channel 
Inches 

1 

Weight per Foot 
Pounds 

Area of Section 
Square Inches 

Thickness of 
Web, Inches 

Width of Flange 

Inches 

Mom. of Inertia 

^ Neutral Axis 

Perpendicular to 

Web at Center 

Mom. of Inertia 

Neutral Axis 

Parallel with 

Center Dine of 

Web 

Radius of 

Gyration Neutral 

Axis Perpen¬ 

dicular to Web 
at Center 



55. 

16.18 

.818 

’3.818 

430.2 

12.19 

5.16 



.50. 

14.71 

.720 

3.720 

402.7 

11.22 

5.23 

r* 1 

1_5 

45. 

13.24 

.622 

3.622 

375.1 

10.29 

5.32 

^ J. 

10 

40. 

11.76 

.524 

3.524 

347.5 

9.39 

5.43 



35. 

10.29 

.426 

3.426 

320.0 

8.48 

5.58 



33. 

9.90 

.400 

3.400 

312.6 

8.23 

5.62 



40. 

11.76 

.758 

3.418 

197.0 

6.63 

4.09 



35. 

10.29 

.636 

3.296 

179.3 

5.90 

4.17 

C 2 

12 

30. 

8.82 

513 

3.173 

161.7 

5.21 

4.28 



25. 

7.35 

.390 

3.050 

144.0 

4.53 

4.43 



20.5 

6.03 

.280 

2.940 

128.1 

3.91 

4.61 



35. 

10.29 

.828 

3.188 

115.5 

4.66 

3.35 



30. 

8.82 

.676 

3.036 

103.2 

3.90 

3.42 

C 3 

10 

25. 

7.35 

.529 

2.889 

91.0 

3.40 

3.52 



20 . 

5.88 

.382 

2.742 

78.7 

2.85 

3.66 



15. 

4.46 

.240 

2.600 

66.9 

2.30 

3.87 



25. 

7.35 

.614 

2.815 

70.7 

2.98 

3.10 

r* A 

Q 

20 . 

5.88 

.452 

2.652 

60.8 

2.45 

3.21 



15. 

4.41 

.288 

2.488 

50.9 

1.95 

3.40 



13.25 

3.89 

.230 

2.430 

47.3 

1.77 

3.49 



21.25 

6.25 

.588 

2.628 

47.8 

2.25 

2.77 



18.75 

5.51 

.490 

2.530 

43.8 

2.01 

2.82 

C 5 

8 

16.25 

4.78 

.399 

2.439 

39.9 

1.78 

2.89 



13.75 

4.04 

.307 

2.347 

36.0 

1.55 

2.98 



11.25 

3.35 

.220 

2.260 

32.3 

1.33 

3.11 



19.75 

5.81 

.633 

2.513 

33.2 

1.85 

2.39 



17.25 

5.07 

.528 

2.408 

30.2 

1.62 

2.44 

C 6 

7 

14.75 

4.34 

.423 

2.303 

27.2 

1.40 

2.50 



12.25 

3.60 

.318 

2.198 

24.2 

1.19 

2.50 



9.75 

2.85 

.210 

2.090 

21.1 

0 98 

2.72 



15.5 

4.56 

.568 

2.288 

19.5 

1.28 

2.07 

r 7 

A 

13. 

3.82 

.440 

2.160 

17.3 

1.07 

2.13 

V_/ 4 


10.5 

3.09 

.318 

2.038 

15.1 

0.88 

2.21 



8.00 

2.38 

.200 

1.920 

13.0 

• 0.70 

2.34 



11.5 

3.38 

.484 

2.044 

10.4 

0.82 

1.75 

C 8 

5 

9. 

2.65 

.330 

1.890 

8.9 

0.64 

1.83 



6.5 

1.95 

.190 

1.750 

7.4 

0.48 

1.95 



7.25 

2.13 

.327 

1.727 

4.6 

0.44 

1.46 

C 9 

4 

6.25 

1.84 

.252 

1.652 

4.2 

0.38 

1.51 



5.25 

1.55 

.180 

1.580 

3.8 

0.32 

1.56 



6 . 

1.76 

.366 

1.606 

2.1 

0.31 

1.08 

CIO 

3 

5. 

1.47 

.264 

1.504 

1.8 

0.25 

1.12 



4. 

1 19 

.170 

1.410 

16 

0.20 

1.17 


L=Safe load in pounds uniformly distributed. I = Span in feet. 

M = Moment of forces in foot pounds. C and C'= Coefficients given on 
opposite page. Weights in heavy type are standard ; others are special. 



























































JONES & LAUGHLIN STEEL CO. 123 


STEEL CHANNELS 


10 

11 

12 

13 

14 

15 

16 

Radius of Gyration 

N| Neutral Axis Paral- 
lei with Center 
Line of Web 

Section Factor 

M Neutral Axis 

^ Perpendicular to 
Web at Center 

Coefficient of 
Strength for Fiber 
O Stress of i6,ooo 11 )S. 
per Square Inch. 
Used for Buildings 

Coefficient of 
Strength for P'iber 

O Stress of 12,500 lbs. 

^ per Square Inch 

l^sed for Bridges 

Distance Required 

1 1 to make 

1 “ Radii of 

0 Gyration 

y l' Equal 

Distance of 

Center of (jravity 

from Outside 

of Web 

Section Number 

.868 

57.4 

611,900 

478,000 

8.53 

.823 


.873 

53.7 

572,700 

447,400 

8.71 

.803 


.882 

50.0 

533,.500 

416,800 

8.92 

.788 

C 1 

.893 

46.3 

494,200 

386,100 

9.15 

.783 


.905 

42.7 

455,000 

355,500 

9.43 

.789 


.912 

41.7 

444,500 

347,300 

9.50 

.794 


.751 

32.8 

350,200 

273,600 

6.60 

.722 


.757 

29.9 

318,800 

249,100 

6.81 

.694 


.768 

26.9 

287,400 

224,500 

7.07 

677 

C 2 

.785 

24.0 

. 256,100 

200,000 

7.36 

.678 


.805 

21.4 

227,800 

178,000 

7 67 

.704 


.672 

23.1 

246,400 

192,500 

5.17 

.695 


.672 

20.6 

220,300 

172,100 

5.40 

.651 


.680 

18.2 

194,100 

151,700 

5.67 

.620 

C 3 

.696 

15.7 

168,000 

131,200 

5.97 

.609 


.718 

13.4 

142,700 

111,500 

6.33 

.639 


.637 

15.7 

167,600 

130,900 

4.84 

.615 


.646 

13.5 

144,100 

112,600 

5.12 

.585 

C 4 

. 665 

11.3 

120,500 

94,200 

5.49 

.590 


.674 

10.5 

112,200 

87,600 

5.63 

.607 


.600 

11.9 

127,400 

99,500 

4.23 

.587 


.603 

11.0 

116,900 

91,300 

4.38 

.567 


.610 

10.0 

106,400 

83,200 

4.54 

.556 

C 5 

.619 

9.0 

96,000 

75,000 

4.72 

.557 


.630 

8.1 

86,100 

67,300 

4.94 

.576 


. 565 

9.5 

107,700 

79,000 

3.48 

.583 


.564 

8.6 

91,000 

71,800 

3.64 

.555 


.568 

7.8 

81,800 

64,700 

3.80 

.535 

C 6 

.575 

6.9 

73,700 

57,500 

3.99 

.528 


.586 

6 0 

66,800 

52,200 

4.22 

.546 


.529 

6 .5 

69,500 

54,300 

2.91 

.546 


.529 

5.8 

61,600 

48,100 

3.09 

.517 

C 7 

.534 

5.0 

53,800 

42,000 

3.28 

.503 


..542 

4.3 

46,200 

36,100 

3.52 

.517 


.493 

4..2 

44,400 

34,700 

2.34 

.508 


.493 

3.5 

37,900 

29,600 

2.56 

.481 

C 8 

.498 

3.0 

31,600 

24,700 

2.79 

.489 


. 455 

2.3 

24,400 

19,000 

1.85 

.463 


. 454 

2.1 

22,300 

17,400 

1.96 

.458 

C 9 

.453 

1.9 

20,200 

15,800 

2.06 

.464 


.421 

1.4 

14,700 

11,500 

1.07 

.459 


.415 

1.2 

13,100 

10,300 

1.19 

.443 

CIO 

.409 

1.1 

11,600 

9,100 

1.31 

.443 

— 


C or C' 




8 


C or C'= LI = 8M = 


8 sR 

T2“ 















































124 JONES & LAUGHLIN STEEL CO. 


PROPERTIES OF 


1 

2 

3 

4 

5 

6 

7 

8 







Moments of Inertia 







I 

r 

Section Number 

Depth of Web 
Inches 

Width of Flange 
Inches 

Thickness of Met 
Inches 

IVeight .per Foot 
Pounds 

Area of Section 
Square Inches 

Neutral Axis 
through Center of 
Gravity Perpendicular 
to Web 

Neutral Axis 

through Center of 

Gravity Coincident 

with Web 1 

1 


3 



6.7 

1.97 

2.87 

2.81 

Z4 


2M 

A 

8.4 

2.48 

3.64 

3.64 


sys 

2U 


10.1 

3.00 

4.43 

4.53 


9 15 

2ys 


10.9 

3.20 

3.94 

4.08 

Z8 

3 

2H 

3 ^ 

12.5 

3.69 

4.59 

4.85 


CO 

2H 


14.2 

4.18 

5.26 

5.70 


SVs 

2il 


16.0 

4.69 

5.95 

6.56 

Z9 

3 


1 % 

3.6 

1.06 

1.40 

0.35 










































1 


I 


JONES & LAUGHLIN STEEL CO. 125 


STANDARD AND SPECIAL Z BARS 


9 

10 

11 

12 

13 

14 

15 

IG 

Section Factors 

Radii of Gyration 

Coefficient of Strength 


R 

R' 

r 


r" 

c 

C' 


Neutral Axis through 
Center of Gravity 
Perpendicular to 
Web 

Neutral Axis through 
Center of Gravity 
Coincident with 
Web 

Neutral Axis through 
Center of Gravity 
Perpendicular to 
Web 

Neutral Axis through 
Center of Gravity 
Coincident with 
Web 

Least Radius 
Neutral Axis 
Diagonal 

For Fiber Stress of 
i6,ooo Pounds per 
Sc], In. Axis Per¬ 
pendicular to Web 
at Center 

For Fiber Stress of 
12,000 Pounds per 
Sq. In. Axis Per¬ 
pendicular to Web 
at Center 

Section Number 

1.92 

1.10 

1.21 

1.19 

0.55 

20,500 

15,400 


2.38 

1.40 

1.21 

1.21 

0.56 

25,400 

19,000 

Z4 

2.83 

1.73 

1.22 

1.23 

0.57 

30,190 

22,600 


2.68 

1.70 

1.10 

1.13 

0.54 

28,600 

21,440 


3.06 

1.99 

1.12 

1.15 

0.55 

32,600 

24,500 

Z8 

3.43 

2.31 

1.12 

1.17 

0.56 

36,600 

27,400 


3.81 

2.62 

1.13 

1.18 

0.57 

40,600 

30,480 


0.93 

0.25 

1.15 

0.57 

0.40 

9,900 

7,400 

Z9 
















































126 JONES & LAUGHLIN STEEL CO. 


PROPERTIES OF 


1 

2 ■ 

3 

4 

5 

6 

7 

1 

] Section Nunil)er 

Size Flange by Stem 
Inches 

Weight per Foot 
Pounds 

Area of Section 
Square Inches 

Distance of Center 

of Gravity from 

Outside of Flange 

Indies 

Mom. of Inertia 

[ Neutral Axis 

1 —( through Center of 

Gravity Parallel to 

Flange 

Least Section 

pO Factor Neutral 

Axis as before 

T31 

5 X2H 

11 . 

3.24 

.65 

1.60 

.86 

T 1 

4 X4 

13.9 

4.08, 

1.20 

6.12 

2.19 

T 2 

4 X4 

12.4 

3.63 

1.19 

5.42 

1.93 

T30 

33^X4 

12.8 

3.75 

1.25 

5.50 

1.98 

T29 

33^X4 

9.9 

2.91 

1.19 

4.30 

1.55 

T33 

4MX3 

8.6 

2.55 

.73 

1.80 

.81 

T 3 

3MX3H 

10.4 

3.06 

1.00 

3.46 

’1.38 

T 4 

33^X33^ 

9.3 

2.73 

.91 

3.09 

1.20 

T23 

33^X3 

9.8 

2.88 

.83 

2.22 

1.02 

T24 

3J^X3 

9. 

2.65 

.75 

1.99 

.88 

T26 

3 X33^ 

9.8 

2.88 

1.06 

3.29 

. 1.35 

T25 

3 X33^ 

8.6 

2.50 

.98 

2.94 

1.17 

T 5 

3 X3 

7.85 

2.30 

.89 

1.88 

.89 

T 6 

3 X3 

6.6 

1.94 

.87 

1.63 

.77 

T32 

3 X3 

5.68 

1.67 

.83 

1.35 

.62 

T 7 

23^X2M 

6.32 

1.86 

.79 

1.04 

.61 

T 8 

23^X2M 

5.4 

1.59 

.74 

.92 

.52 

T28 

2 )^X2 

4.8 

1.41 

.54 

.46 

.32 

T 9 

2MX2J4 

4.62 

1.36 

.68 

.63 

.40 

TIO 

2 MX2M 

4.12 

1.21 

.67 

.49 

.33 

Til 

2 X2 

3.5 

1.03 

.56 

.37 

.25 

T27 

2y2xm 

3.9 

1.15 

.44 

.25 

.19 

T13 

IHXIH 

3. 

.88 

51 

.24 

.19 

T12 

IMXIM 

2.33 

.69 

.50 

.16 

.13 

T14 


2.5 

.77 

.46 

.14 

.14 

T15 

13^X13^ 

1.95 

.56 

.47 

.12 

.11 

T16 

IHXIH 

2.04 

.60 

.42 

.08 

.097 

T17 

IKXIH 

1.6 

.45 

.40 ' 

.062 

.073 

T18 

1 XI 

1.25 

.36 

.33 

.032 

.047 

T19 

1 XI 

.90 

.26 

.30 

.024 

.034 

















































JONES & LAUGHLIN STEEL CO. 127 


STEEL T’S 


8 

9 

10 

11 

12 

,13 

Radius of Gyration 
i-t Neutral Axis as 
before 

Moiu. of Inertia 
Neutral Axis 
^ through Center of 
^ Gravity Coincident 
with Center Line 
of Stem 

Section Factor 
pO Neutral Axis as 
^ before 

Radius of Gyration 

►1 Neutral Axis as 

before 

Coeflicient of 

Strength for Fiber 

Stress of i6,ooo 

Pounds per Square 

n Inch Neutral Axis 

through Center of 

Gravity Parallel to 

Flange 

1 Coefficient of 

1 Strength for Fiber 

^ Q Stress of i 2 ,oco 
>. Pounds per Square 

1 Inch Neutral Axis 

as before 

.71 

4.9 

1.70 

1.16 

9,200 

6,900 

1.21 

f 3.05 

1.52 

.85 

23,320 

17,490 

1.22 

2.61 

1.31 

.85 

20,560 

15,420 

1.21 

1.89 

1.08 

.72 

21,160 

15,870 

1.22 

1.42 

.81 

.70 

16,500 

12,380 

.87 

2.60 

1.16 

1.03 

8,650 

6,490 

1.04 

1.70 

.97 

.73 

14,740 

11,060 

1.01 

1.47 

.84 

.70 

12,760 

9,570 

.87 

1.70 

.97 

.76 

10,890 

8,170 

.84 

1.47 

.84 

.72 

9,420 

7,070 

1.06 

1.08 

.71 

.60 

14,360 

10,770 

1.03 

.93 

.62 

.58 

12,440 

9,330 

.91 

.93 

.62 

.64 

9,550 

7,160 

.92 

.78 

.52 

.63 

8,200 

6,150 

.90 

.64 

.43 

.62 

6,610 

4,960 

.75 

.54 

.43 

.54 

6,490 

4,870 

.75 

.45 

.36 

.53 

5,560 

4,170 

.57 

.43 

.34 

.55 

3,390 

2,540 

.67 

.32 

.28 

.48 

4,270 

3,200 

.67 

.25 

.23 

.48 

3,480 

2,610 

.59 

.18 

.18 

.41 

2,700 

2,040 

.48 

CO 

.29 

.58 

2,050 

1,540 

.51 

.12 

• .14 

.36 

2,040 

1,530 

.48 

.092 

.10 

.36 

1,360 

1,020 

.44 

.076 

.10 

.32 

1,470 

1,100 

.47 

.058 

.077 

.33 

1,210 

910 

.37 

.045 

.072 

.28 

1,040 

780 

.37 

.034 

.054 

.27 

770 

580 

.29 

.017 

.035 

.22 

510 

380 

.30 

.012 

.024 

.21 

360 

270 





































128 JONES & LAUGHLIN STEEL CO. 


PROPERTIES OF STANDARD ANGLES 
, Equal Legs 


1 

2 

3 

4 

5 

6 

7 

8 

Section 

No. 

Dimensions 
^ Inches 

S' 

Thickness 

Inch 

Weifjht 
per Foot 
Pounds i 

Area | 

of Section I 

Square 

Inches 1 

Distance of 

Center of 

3 Gravity from 

Back of Leg 

Inches 

Moment of 

1—1 Inertia 

Axis Y-Y 

Section 

^ Factor 

Axis Y-Y 

All 

MX M 

H 

.6 

.18 

.23 

.009 

.017 



A 

.9 

.25 

.25 

.012 

.024 

AlO 

1 XI 

Ms 

.8 

.24 

.30 

.022 

.031 



A 

1.2 

.34 

.32 

.030 

.044 



M 

1.5 

.44 

.34 

.037 

.056 

A 9 

IMXIM 

Vs 

1.1 

.30 

.36 

.044 

.049 



A 

1.5 

.44 

.38 

.061 

.071 



M 

2.0 

.57 

.40 

.077 

.091 



A 

2.4 

.69 

.42 

.090 

.109 

A 8 

mxm 

Vs 

1.3 

.36 

.42 

.08 

.072 



A 

1.8 

.53 

.44 

.11 

.104 



K 

2.4 

.69 

.47 

.14 

.134 



A 

2.9 

.84 

.49 

.16 

.162 



Ms 

3.4 

.99 

.51 

.19 

.188 



A 

3.9 

1.13 

.53 

.21 

.214 

A 7 

iMXiM 

A 

2.2 

.63 

.51 

.18 

.14 




2.8 

.82 

.53 

.23 

.19 



A 

3.4 

1.00 

55 

.27 

.23 




4.0 

1.18 

.57 

.31 

.26 



A 

4.6 

1.34 

.59 

.35 

.30 




5.1 

1.50 

.61 

.38 

.33 

A 6 

2 X2 


2.5 

.72 

.57 

.27 

.19 



M 

3.2 

.94 

.59 

.35 

.25 



A 

4.0 

1.16 

.61 

.42 

.30 



^8 

4.7 

1.36 

.64 

.48 ' 

.35 



A 

5.3 

1.56 

.66 

.54 

.40 



3^ 

6.0 

1.75 

.68 

.59 

.45 

A 5 

2MX2H 

A 

3.1 

.91 

.69 

.55 

.30 




4.1 

1.19 

.72 

.70 

.39 



A 

5.0 

1.47 

.74 

.85 

.48 




5.9 

1.74 

.76 

.98 

.57 



A 

6.8 

2.00 

.78 

1.11 

.65 




7.7 

2.25 

.81 

1.23 

.72 




8.5 

2.50 

.83 

1.34 

.80 

A 4 

CO 

X 

CO 

H 

4.9 

1.44 

.84 

1.24 

.58 



A 

6.1 

1.78 

.87 

1.51 

.71 




7.2 

2.11 

.89 

1.76 

.83 



A 

8.3 

2.44 

.91 

1.99 

.95 




9.4 

2.75 

.93 

2.22 

1.07 



A 

10.4 

3.06 

.95 

2.43 

1.19 




11.5 

3.36 

.98 

2.62 

1.30 




12.5 

3.66 

1.00 

2.81 

i 1.40 



































JONES & LAUGHLIN STEEL CO. 129 


X 


/ i./ X 



/'^ \ V 

. 'VN 

X X ^ 

X 

V'' 

9 

1 

1 11 

1 12 

1.3 

1 

Radius of 
Gyration 
Axis Y-Y 
Inches 

Distance of 
Center of 

3 Gravity from 
^ External 
Apex 
Inches 

Least 

KH Moment of 
^ Inertia 
Axis X-X 

Section 

% Factor 

^ Axis X-X 

Least 

■ 1 ^ Radius of 

Gyration 

Axis X-X 

Section 

No. 

.22 

.33 

.004 

.011 

.14 

A-11 

.22 

.36 

.005 

.014 

.14 


.30 

.42 

.009 

.021 

.19 

A-10 

.30 

.45 

.013 

.028 

.19 


.29 

.48 

.016 

.034 

.19 


.38 

.51 

.018 

.035 

.24 

A-9 

.38 

.54 

.025 ■ 

.047 

.24 


.37 

.57 

.033 

• . 057 

.24 


.36 

.60 

.040 

.066 

.24 


.47 

.60 

.031 

.053 

.30 

A-8 

.46 

.63 

.045 

.072 

.29 


.45 

.66 

.058 

.088 

.29 


.44 

.69 

.070 

.101 

.29 


.44 

.72 

.082 

.114 

.29 


.43 

.75 

.094 

.126 

.29 


.54 

.72 

.073 

.10 

.34 

A-7 

..53 

.75 

.094 

.13 

.34 


.52 

.78 

.118 

. 15 

.34 


.51 

.81 

.133 

.16 

.34 


.51 

.84 

.152 

.18 

.34 


.50 

.87 

.171 

.20 

.34 


.62 

.80 

.11 

.14 

,39 

A-6 • 

.61 

.84 

.14 

.17 

.39 


.60 

.87 

.17 

.20 

.39 


.59 

.90 

.20 

.22 

.39 


.59 

.93 

.23 

.25 

.38 


.58 

.96 

.26 

.27 

.38 


.78 

.98 

.22 

.22 

.49 

A-5 

.77 

1.01 

.29 

.28 

.49 


.76 

. 1.05 

.35 

.33 

.49 


.75 

1 08 

.41 

.38 

.48 


.75 

1.11 

.46 

.42 

.48 


.74 

1.14 

.52 

.46 

.48 


.73 

1.17 

.58 

.49 

.48 


.93 

1.19 

.50 

.42 

.59 

A-4 

.92 

1.22 

.61 

.50 

.59 


.91 

1.26 

.72 

.57 

.58 

• 

.91 

1.29 

.82 

“ .64 

.58 


.90 

1.32 

.92 

.70 

. 58 


.89 

1.35 

1.02 

.76 

.58 


.88 

1.38 

1.12 

.81 

.58 


.88 

1.41 

1.22 

.86 

..58 


y 







































130 JONES & LAUGHLIN STEEL CO. 


PROPERTIES OF STANDARD ANGLES 

Equal Legs 


1 

2 

3 

4 

5^^ 

G 

7 

8 

Section 

No. 

^ Dimensions 
^ Inches 

^ Thickness 1 
Inches j 

Weight per 
Foot 
Pounds 

Area ] 

. of Section 
Square 
Inches j 

Distance of 

Center of 

3 Gravity from 

Back of Leg 

Inches 

Moment of 
>— 1 Inertia 

Axis Y-Y 

Section 

'pi Factor 

Axis Y-Y 

A3 

3HX3M 

A 

7.2 

2.09 

0.99 

2.45 . 

0.98 




8.5 

2.49 

1.01 

2.87 

1.15 




9.8 

2.88 

1.04 

3.26 

1.32 




11.1 

3.25 

1.06 

3.64 

1.49 



A 

12.4 

3.63 

1.08 

3.99 

1.65 




13.6. 

3.99 

1.10 

4.33 

1.81 



H 

14.8 

4.34 

1.12 

4.65 

1.96 




16.0 

4.69 

1.15 

4.96 

2.11 



H 

17.1 

5.03 

1.17 

5.25 

2.25 



% 

18.3 

5.36 

1.19 

5.53 

2.39 

A2 

4 X4 

A 

8.2 

2.41 

1.12 

3.71 

1.29 



% 

9.8 

2.86 

1.14 

4.36 

1.52 



A 

11.3 

3.31 

1.16 

4.97 

1.75 




12.8 

3.75 

1.18 

5.56 

1.97 



A 

14.3 

4.19 

1.21 

6.12 

2.19 




15.7 

4.62 

1.23 

6.66 

2.40 



H 

17.1 

5.03 

1.25 

7.17 

2.61 



H 

18.5 

5.44 

1.27 

7.66 

2.81 



H 

19.9 

5.84 

1.29 

8.14 

3.01 



Vs 

21.2 

6.24 

1.31 

8.59 

, 3.20 

A1 

6 X6 

Vs 

14.9 

4.36 

1.64 

15.39 

3.53 



A 

17.2 

5.06 

1.66 

17.68 

4.07 




19.6 

5.75 

1.68 

19.91 

4.61 



A 

21.9 

6.44 

1.71 

22.07 

5.14 



5-8 

24.2 

7.11 

1.73 

24.16 

5.66 



H 

26.5 

7.78 

1.75 

26.19 

6.17 



H 

28.7 

8.44 

1.78 

28.15 

6.66 



H 

31.0 

9.09 

1.80 

30.06 

7.15 



Vs 

33.1 

9.74 

1.82 

31.92 

7.63 



if 

35.3 

10.38 

1.84 

33.72 

8.11 



1 

37.4 

11.00 

1.86 

35.46 

8.57 

AAl 

8 X8 


26.4 

7.75 

2.19 

48.65 

8.37 



A 

29.6 

8.69 

2.21 

54.09 

9.34 



Vs 

32.7 

9.61 

2.23 

59.43 

10.30 



H 

35.8 

10.53 

2.25 

64.64 

11.25 



H 

3S.9 

11.44 

2.28 

69.74 

12.18 

■ 


UL 

H 

42.0 

12.34 

2.30 

74.72 

13.11 



X8 

45.0 

13.24 

2.32 

79.58 

14.02 



if 

48.1 

14.13 

2.34 

84.34 

14.91 



1 

51.0 

15.00 

2.37 

88.98 

15.80 



lA 

.54.0 

15.88 

2.39 

93.58 

16.67 



IVs 

56.9 

16.74 

2.41 

97.97’ 

17.53 








































I 















































132 JONES & LAUGHLIN STEEL CO. 


PROPERTIES OF SPECIAL ANGLES 
Equal Legs 


1 

2 

3 

4 

5 

G 

7 

8 

Section No. 

t/i 

C 

O {/) 

■s i 

£►5 

0 

h X h 

Thickness 

Inches 

Weight per Foot 
Pounds 

. Area of Section 

^ Square Inches 

Distance of Center 
of Gravity from 
Back of Leg 
Inches 

Moment of Inertia 
Axis Y-Y 

^ Section Factor 

^ Axis Y-Y 

A 24 

2HX2H 


2.8 

.81 

.63 

.39 

.24 



H 

3.7 

1.07 

.65 

.50 

.32 



A 

4.5 

1.31 

.68 

.61 

.39 




5.3 

1.55 

.70 

.70 

.45 




6.1 

1.78 

.72 

.79 

.52 



H 

6.8 

2.00 

.74 

.87 

.58 

A 23 

2MX2M 

A 

3.4 

1.00 

.76 

.73 

.37 



M 

4.5 

1.32 

.78 

.95 

.48 



A 

5.6 

1.63 

.80 

1.15 

.59 




6.6 

1.93 

.82 

1.33 

.69 



A 

7.6 

2.22 

.85 

1.51 

.79 




8.5 

2.50 

.87 

1.67 

.89 

A 21 

5 X5 

H 

12.3 

3.61 

1.39 

8.74 

2.42 



A 

14.3 

4.19 

1.41 

10.02 

2.79 




16.2 

4.75 

1.43 

11.25 

3.16 



A 

18.1 

5.31 

1.46 

12.44 

3.51 




20.0 

5.86 

1.48 

13.58 

3.86 




21.8 

6.41 

1.50 

14.68 

4.20 



H 

23.6 

6.94 

1.52 

15.75 

4.53 




25.4 

7.46 

1.55 

16.77 

4.85 




27.2 

7.99 

1.57 

17.75 

5.17 



H 

28.9 

8.50 

1.59 

18.71 

5.49 



1 

30.6 

9.00 

1.61 

19.64 

5.80 





































































134 JONES & LAUGH LIN STEEL CO. 


PROPERTIES OF STANDARD ANGLES 
Unequal Legs 


1 

2 

3 1 

4 

5. 

6 

7 ! 

8 

Section 

No. 

^ Dimensions 
^ Inches 
cr 

Thickness 
'* Indies 

1 

ti o “> 
■=,0 13 

.5fu. = 

0 

Area 

of Section 
^ Square 

Inches 

Distance of 

Center of 

Gravity from 

^ Back of 

Longer Leg 

Inches 

Moment of 

1 Inertia 

Axis Y-Y 

Section 

W Factor 
Axis Y-Y 

A 20 

2MX2 


2.8 

.81 , 

.51 

.29 

.20 



M 

3.7 

1.07 ; 

.54 

.37 

.25 



A 

4.5 

1.31 

.56 

.45 

.31 




5.3 

1.55 

.58 

.51 

.36 




6.1 

1.78 

.60 

.58 

.41 




6.8 

2.00 i 

.63 

.64 

.46 



A 

7.6 

2.22 

.65 

.69 

.51 

A 19 

3 X2J^ 

H 

4.5 

1.32 

.66 

.74 

.40 




5.6 

1.63 

.68 

.90 

.49 



Vs 

6.6 

1.93 

.71 

1.04 

.58 



iV 

7.6 

2.22 

.73 

1.18 

.66 




8.5 

2.50 

.75 

1.30 

.74 



tV 

9.5 

2.78 

.77 

1.42 

.82 




10.4 

3.05 

.79 

1.53 

.90 

A 18 

3HX2H 


4.9 

1.44 

.61 

.78 

.41 



'h 

6.1 

1.78 

.64 

.94 

.50 



H 

7.2 

2.11 

.66 

1.09 

.59 



tV 

8.3 

2.44 

.68 

1.23 

.68 




9.4 

2.75 

.70 

1.36 

.76 




10.4 

3.06 

.73 

1.49 

.84 



H 

11.5 

3.36 

.75 

1.61 

.92 



H 

12.5 

3.66 

.77 

1.72 

.99 



H 

13.4 

3.94 

.79 

1.83 

1.07 

A 17 

3J^X3 

A 

6.6 

1.94 

.81 

1.58 

.72 



Vs 

7.9 

2.30 

.83 

1.85 

.85 



tV 

9.1 

2.66 

.85 

2.09 

.98 




10.2 

3.00 

.88 

2.33 

1.10 



A 

11.4 

3.34 

.90 

2.55 

1.21 



®/^8 

12.5 

3.68 

.92 

2.76 

i 1.33 



H 

13.6 

4.00 

.94 

2.96 

1.44 




14.7 

4.32 

.96 

3.15 

1 1.54 




15.8 

4.63 

.98 

3.33 

1 1.65 



y/8 

16.8 

4.93 

, 1.00 

3.50 

1.75 

A 16 

4 X3 

A 

7.2 

2.09 

! .76 

1.65 

.73 




8.5 

2.49 

.78 

1.92 

.87 




9.8 

2.88 

.80 

2.18 

.99 




11.1 

3.25 

.83 

2.42 

1.12 


. 

A 

12.4 

3.63 

.85 

2.66 

1.23 




13.6 

3.99 

.87 

2.87 

' 1.35 



H 

14.8 

4.34 

.89 

3.08 

' 1.46 




16.0 

4.69 

.92 

3.28 

1.57 




17.1 

5.03 

.94 

3.47 

1.68 




18.3 

5.36 

.96 

3.66 

! 1.79 



































































































136 JONES & LAUGHLIN STEEL CO. 


PROPERTIES OF STANDARD ANGLES 

Unequal Legs 


1 

2 

3 

4 

5 

6 

7 

8 


(/i 




S ^ 



G 

0 . 

•- O 
u Z 

Dimension 

Inches 

ickness 

nches 

eight 
r Foot 
ounds 

Area 

Section 

quare 

nches 

° O S'" Jj 

(j 

‘ C ^ h 

§ g rt & c 

o >, 

c ^ ^ 

- C Tl 

Section 

F'actor 

Axis Y-Y 

(fi 

h ’ 


o 

^ o J 

O X 


d X b 

t 


A 

n 

I 

R 

A 15 

5X3 

A 

8.2 

2.41 

.68 

1.75 

.75 



Vs 

9.8 

2.86 

.70 

2.04 

.89 




11.3 

3.31 

.73 

2.32 

1.02 




12.8 

3.75 

.75 

2.58 

1.15 



A 

14.3 

4.19 

.77 

2.83 

1.27 



5^ 

15.7 

4.61 

.80 

3.06 

1.39 



H- 

17.1 

5.03 

.82 

3.29 

1.51 



H 

18.5 

5.44 

.84 

3.51 

1.62 



19.9 

5.84 

.86 

3.71 

1.74 



Vs 

21.2 

6.24 

.88 

3.91 

1.85 

A 14 

5X3H 

A 

8.7 

2.56 

.84 

2.72 

1.02 




10.4 

3.05 

.86 

3.18 

1.21 



tV 

12.0 

3.53 

.88 

3.63 

1.39 



y2 

13.6 

4.00 

.91 

4.05 

1.56 




15.2 

4.47 

.93 

4.45 

1.73 



5^ 

16.8 

4.93 

.95 

4.83 

1.90 



H 

18.3 

5.38 

.97 

5.20 

2.06 



H 

19.8 

5.82 

1.00 

5.55 

2.22 



H 

21.3 

6.25 

1.02 

5.89 

2.37 



Vs 

22.7 

6.68 

1.04 

6.21 

2.52 



H 

24.2 

7.09 

1.06 

6.52 

2.67 

A 13 

6X3H 


11.7 

3.43 

.79 

3.34 

1.23 



A 

13.5 

3.97 

.81 

3.81 

1.41 




15.3 

4.50 

.83 

4.25 

1.59 



■A 

17.1 

5.03 

.86 

4.67 

1.77 




18.9 

5.55 

.88 

5.08 

1.94 



H 

20.6 

6.06 

.90 

5.47 

2.11 



H 

22.4 

6.57 

93 

5.84 

2.27 




24.0 

7.06 

.95 

0.20 

2.43 



k 

25.7 

7.55 

.97 

6.55 

2.59 



H 

27.3 

8.03 

.99 

0.88 

2.74 



1 

28.9 

8.50 

1.01 

7.21 

2.90 

A 12 

6X4 

Vs 

12.3 

3.61 

.94 

4.90 

1.60 




14.3 

4.19 

.96 

5.60 

1.85 




16.2 

4.75 

.99 

6.27 

2.08 



'A. 

18.1 

5.31 

1.01 

6.91 

2.31 




20.0 

5.86 

1.03 

7.52 

2.54 



H 

21.8 

6.41 

1.06 

8.11 

2.76 




23.6 

6.94 

1.08 

8.68 

2.97 


' 


25.4 

7.47 

1.10 

9.23 

3.18 




27.2 

7.99 

1.12 

9.75 

3.39 


. 


28.9 

8.50 

1.14 

10.26 

3.59 



1 

30.6 

9.00 

1.17 

10.75 

3.79 








































JONES & LAUGHLIN STEEL CO. 137 



1 

(f 

V 

f 

V 



> ^ 




Z 


9 

10 

11 

12 

13 

14 

15 

1 

Radius of 
Gyration 
Axis Y-Y 
Inches 

Distance of 
Center of 
- Gravity from 
^ Back of 
Shorter Leg 
Inches 

Moment of 
Inertia 
Axis Z-Z 

1 

Section 
Factor 
^ Axis Z-Z 

' Radius of 
Gyration 

Axis Z-Z 

Tangent 

of Angle 

Least 

“1 Radius of 

^ Gyration 

Axis X-X 

Section 

No. 

.85 

1.68 

6.26 

1.89 

1.61 

.368 

.66 

A15 

.84 

1.70 

7.37 

2.24 

1.61 

.364 

.65 


.84 

1.73 

8.43 

2.58 

1.60 

.361 

.65 


.83 

1.75 

9.45 

2.91 

1.59 

.357 

.65 


.82 

1.77 

10.43 

3.23 

1.58 

.353 

.65 


.82 

1.80 

11,37 

3.55 

1.57 

.349 

.64 


.81 

1.82 

12.28 

3.86 

1.56 

.345 

.64 


.80 

1.84 

13.15 

4.16 

1.55 

.340 

.04 


.80 

1.86 

13.98 

4.46 

1.55 

.336 

.64 


.79 

1.88 

14.78 

4.75 

1.54 

.331 

.64 


1.03 

1.59 

6.60 

1.94 

l;61 

.489 

.77 

A14 

1.02 

1.61 

7.78 

2.29 

1.60 

.485 

.76 


1.01 

1.63 

8.90 

2.64 

1.59 

.482 

.76 


1.01 

1.66 

9.99 

2.99 

1.58 

.479 

.75 


1.00 

1.68 

11.03 

3.32 

1.57 

.478 

.75 


.99 

1.70 

12.03 

3.65 

1.56 

.472 

.75 


.98 

1.72 

12.99 

3.97 

1.56 

.468 

.75 


.98 

1.75 

13.92 

4.28 

1.55 

.464 

.75 


.97 

1.77 

14.81 

4.58 

1.54 

.460 

.75 


.96 

1.79 

15.67 

4.88 

1.53 

. 455 

.75 


.96 

1.81 

16.49 

5.17 

1.53 

.451 

.75 


.99 

2.04 

12.86 

3.24 

1.94 

.350 

.77 

A13 

.98 

2.06 

14.76 

3.75 

1.93 

.347 

.76 


.97 

2.08 

16.59 

4.24 

1.92 

.344 

.76 


.96 

2.11 

18.37 

4.72 

1.91 

.341 

.75 


.96 

2.13 

20.08 

5,19 

1.90 

.338 

.75 


.95 

2.15 

21.74 

5.6a 

1.89 

.334 

.75 


.94 

2.18 

23.34 

6.10 

1.89 

.331 

.75 


.94 

2.20 

24.89 

6.55 

1.88 

.327 

.75 


.93 

2.22 

26.39 

6.98 

1.87 

. 323 

.75 


.93 

- 2.24 

27.84 

7.41 

1.86 

.320 

.75 


.92 

2.26 

29.15 

7.80 

1.85 

.317 

.75 


1.17 

1.94 

13.47 

3.32 

1.93 

.446 

.88 

A12 

1.16 

1.96 

15.46 

3.83 

1.92 

.443 

.87 


1.15 

1.99 

17.40 

4.33 

1.91 

.440 

.87 


1.14 

2.01 

19.26 

4.83 

1.90 

.438 

.87 


1.13 

2.03 

21.07 

5.31 

1.90 

.434 

.86 


1.13 

2.06 

22.82 

5.78 

1.89 

.431 

.86 


1.12 

2.08 

24.51 

6.25 

1.88 

.428 

.86 


1.11 

2.10 

26.15 

6.70 

1.87 

. 425 

.86 


1.11 

2.12 

27.73 

7.15 

1.86 

.421 

.86 

1 

1.10 

2.14 

29.26 

7.59 

1.86 

.418 

.86 


1.09 

2.17 

30.75 

8.02 

1.85 

.414 

.86 







































138 JONES & LAUGHLIN STEEL CO . 


PROPERTIES OF SPECIAL ANGLES 
Unequal Legs 


1 

2 

3 

4 

5 

G 

7 

8 


U) 




w- £ he 



c 

c 

.2 ^ 

C/) 

o i2 
^ 0 ^ 

c 

O ^ o V- ^ 

K OiJ (« 

%>r 

C v.^> 
c o >- 

11-^ 

(j^ ^ 


o'S 

'P uO 

S o rt ^ 

Q./ 2 (j 

< to c- c 

l||1 it 

d; L. 
r- o tn 

tn 

£ 

H 


0 

•.i: U £o 
" C J 

r< 

<3 


d X b 

t 


A 

n 

I 

R 

A 31 

2 JiXlH 

A 

2.5 

.72 

. 35 

.13 

.11 



3.2 

.94 

.38 

.16 

.14 



A 

4.0 

1.16 

.40 

.19 

.17 




4.7 

1.36 

.42 

.22 

.20 



A 

5.3 

1.56 

.44 

.24 

.23 

A 29 

3 X 2 

A 

3.1 

.91 

.47 

.31 

.20 



4.1 

1.19 

.49 

.39 

.26 



A 

5.0 

1.47 

.51 

.47 

.32 




5.9 

1.74 

.54 

. 54 

.37 



A 

6.8 

2.00 

. 56 

.61 

.42 



H 

7.7 

2.25 

.58 

.67 

.47 

A 28 

3 KX 2 

M 

4:3 

1.25 

.48 

.40 

.26 


A 

5.3 

1.54 

. 50 

.48 

.32 



Vs 

6.3 

1.83 

.52 

.55 

.37 



A 

7.2 

2.11 

. 54 

.62 

.43 




8.1 

2.38 

.57 

.69 

.48 



A 

9.0 

2.64 

.59 

.75 

.53 

A 26 

4 X 33^ 

A 

7.7 

2.25 

.93 

2.59 

1.01 


H 

9.1 

2.67 

.96 

2.99 

1.18 



A 

10.6 

3.09 

.98 

3.40 

1.35 



H 

11.9 

3.50 

1.00 

3.79 

1.52 



A 

13.3 

3.90 

1.02 

4.17 

1.08 




14.7 

4.30 

1.04 

4.52 

1.84 



A 

16.0 

4.68 

1.07 

4.86 

2.00 




17.3 

5.06 

1.09 

5.18 

2.15 



J_3 

16 

18.5 

5.43 

1.11 

5.49 

2.30 

A 62 

4 J ^ X 3 

A 

7.7 

2.25 

.72 

1.73 

.76 


^8 

9.1 

2.67 

.74 

1.98 

.88 



A 

10.6 

3.09 

.76 

2.25 

1.01 




11.9 

3.50 

.79 

2.51 

1.13 



A 

13.3 

3.90 

.81 

2.75 

1.25 




14.7 

4.30 

.83 

2.98 

1.37 



A 

16.0 

4.68 

.85 

3.19 

1.49 




17.3 

5.06 

.88 

3.40 

1.60 



A 

18.5 

5.43 

.90 

3.60 

1.71 

A 25 

5 X 4 


11.0 

3.24 

1.03 

4.66 

1.57 



A 

12.8 

3.74 

1.05 

5.32 

1.81 




14.5 

4.25 

1.07 

5.96 

2.04 



A 

16.2 

4.75 

1.10 

6.56 

2.26 



^8 

17.8 

5.24 

1.12 

7.14 

2.48 

, 


A 

19.5 

5.72 

1.14 

7.70 

2.69 




21.1 

6.19 

1.16 

8.23 

2.90 




22.7 

6.65 

1.18 

8.74 

3.11 




24.2 

7.11 

1.21 

9.23 

3.31 




















































































































140 


JONES & LAUGHLIN STEEL CO 


POUNDS 


SAFE LOADS IN TONS OF 2000 

Uniformly Distributed, for Box Girders Composed of 
Two 10" Beams and Two 12" x y 2 ," Plates 


U 

•4x> 

<v 

T \ 

U 

< 1 ) (/) 
to 


. U-SJs-x' 


2-10''' Beams 
25 Pounds per Foot 



2-12" X Yz" 
Steel Plates 


Distance, Cen 
Bearin 

Safe Load 
Including Weight 
of Girder 
Tons 

Weight of Girder 
Pounds 

Add to Safe Load 
for 5 Pounds In¬ 
crease in Weight 
of Beam 

Add to Safe Load 
for i\" Increase 
in Thickness of 
! Plates 

Add to Weight of 

Girder for 5 

Pounds Increase 

in Weight of 

Beam 

Add to Weight of 

Girder for jV/' I in¬ 

crease in 'Thick¬ 
ness of Plates 

12 

40.0 

1114 

1.92 

2.89 

120 

61 

13 

36.9 

1206 

1.77 

2.67 

130 

66 

14 

34.3 

1299 

1.64 

2.48 

140 

71 

15 

32.0 

1392 

1.54 

1.31 ' 

150 

77 

16 

30.0 

1485 

1.44 

1.16 

160 

82 

17 

28.2 

1578 

1.35 

1.04 

170 

87 

18 ' 

26.7 

1670 

1.28 

1.93 

180 

92 

19 

25.3 

1763 

1.20 

1.82 

190 

97 

20 

24.0 

1856 

1.14 

1.73 

200 

102 

21 

22.8 

1949 

1.09 

1.64 

210 

107 

22 

21.7 

2042 

1.04 

1.57 

220 

112 

23 

20.9 

2134 

1.00 

1.51 

230 

117 

24 

20.0 

2227 

0.96 

1.44 

240 

122 

25 

19.2 

2320 

0.92 

1.39 

250 

128 

26 

18.5 

2413 

0.89 

1.33 

260 

133 

27 

17.8 

2506 

0.84 

1.28 

270 

138 

28 

17.1 

2598 

0.82 

1.24 

280 

143 

29 

16.5 

2691 

0.79 

1.19 

290 

148 

30 

16.0 

2784 

0.76 

1.16 

300 

153 

31 

15.5 

2877 

0.74 

1.12 

310 

158 

32 

15.0 

2970 

0.71 

1.08 

320 

163 

33 

14.5 

3062 

0.70 

1.04 

330 

168 

34 

14.1 

3155 

0.68 

1.02 

340 

173 

35 

13.7 

3248 

0.65 

1.00 

350 

179 

36 

13.3 

3341 

0.64 

0.96 

360 

184 

37 

13.0 

3434 

0.62 

0.93 

370 

189 

38 

12.6 

3526 

0.60 

0.86 

380 

194 


2 AUUVC vdiucs die udscu uii iTidximuni uDer strain 01 lOjlHM) pounds per 
square iiw;h, Jg-inch rivet holes deducted. Weights correspond to lengths, 
center to center of bearings. 
































JONES & LAUGHLIN STEEL CO. 


SAFE .LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Box Girders Composed of Two 
12" Steel Beams and Two 14" x Steel Plates 



.-M o 

U- 6->,' 


o 




<U 

1 ^ 









o 

u 

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(/) u 

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►X rt 

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t/3 



mm < i) 

xpH 

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>-> 

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p (/) 

V. 

o 

s ^ 

CJ <v 
a; 
c ti. 

c 

V S 

O r 



'd 

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^ 'u 
.—1 

for 

of Pla 

^ p 

.P o 

£ ^ 

A -T7- 




J 




O <n 

S -r 

% 


£ 

A 



U 

V 


as <D 
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t/J 

o ^ 

U re 

-S? 



O 



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>-^71 


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a; XI 
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J w <u 

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U-i ^ 

-r ^ 

^ P 

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^ fC 
(U 

c 

</i 

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c« 3 ° 

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! 

14-1 C 

o 3 

’£ 

re ^ o 

O M-i 

<u C 

•73 

^ u 

<U COfH 

M-i 

re - U -^ 

'o 

t-H 


U-t <- 

o 5 

*C 

Add to Sa 
for 5 Poui 
crease in 

of Be; 

<: 

12 

58.7 

i 

1351 

i .82 

65.2 


1555 

2.62 

4.47 

71 

13 

54.2 


1464 

1.68 

j 60.2 


1685 

2.42 

4.12 

77 

14 

50.3 


1576 

1.57 

! 55.9 


1814 


2.24 

3.83 

83 

15 

46.9 


1689 

1.46 1 

52.1 


1944 

2.08 

3.57 

89 

16 

44.0 


1802 

1.38 

i 48.9 


2074 

1.96 

3.35 

95 

17 

41.4 


1914 

1.30 i 

i 46.0 


2203 

1.86 

3.15 

101 

18 

39.1 


2027 

1.22 

! 43.5 


2333 

1.74 

2.98 

107 

19 

37.1 


2139 

1.14 ! 

41.2 


2462 

1.66 

2.82 

113 

20 

35.2 


2252 

1.10 

1 39.1 


2592 

1.58 

2.68 

119 

21 

33.5 


2365 

1.04 i 

! 37.2 


2722 

1.50 

2.56 

125 

22 

32.0 


2477 

1.00 ' 

35.5 


2851 

1.42 

2.44 

131 

23 

30.6 


2590 

0.96 

34.0 


2981 

1.38 

2.33 

137 

24 

29.3 


2702 

0.92 

32.6 


3110 

1.30 

2.24 

143 

25 

28.2 


2815 

0.87 

31.3 


3240 

1.26 

2.15 

149 

26 

27.1 


2928 

0.82 t 

30.1 


3370 

1.22 

2.06 

155 

27 

26.1 

3040 

0.78 , 

29.0 


3499 

1.16 

1.98 

161 

28 

25.1 

3153 

0.76 ' 

27.9 

3629 

1.12 

1.91 

167 

29 

24.3 

3265 

0.74 

27.0 

3758 

1.08 

1.84 

173 

30 

23.5 

3378 

0.72 

26.1 

3888 

1.02 

1.78 

179 

31 

22.7 

3491 

0.70 

25.2 

4018 

1.00 

1.73 

184 

32 

22.0 

3603 

0.68 

24.4 

4147 

0.98 

1.68 

190 

33 

21.3 

3716 

0.66 

23.7 

4277 

0.96 

1.63 

196 

34 

20.7 

3828 

0.64 

23.0 

4406 

0.92 

1.58 

202 

35 

20.1 

3941 

0.62 

22.3 

4536 

0.90 

1.53 

208 

36 

19.5 

4054 

0.60 

21.7 

4666 

0.88 

1.49 

214 

37 

19.0 

4166 

0.58 i 

21.1 

4795 

0.86 

1.45 

220 

38 

18.5 

4279 

0.57 ; 

20.6 1 

4925 

0.84 

1.41 

226 


Above values are based on maximum fiber strain of lG,rK)0 pounds per 
square inch, Jg-inch rivet holes deducted. Weights correspond to length, 
center to center of bearings. 




















































142 


JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Box Girders Composed of Two 
15" Steel Beams and Two 14" x Steel Plates 


O 

u 

<u 

U -S 


(U t/i 


o 

I- 

Is. 

c/) 

^ o 


T?< 










xS 


^ V 
^ <D 

t 4-* 


o 

o 

t/5 [i, 

£T! 

a> ^ 
Cq CO 

^ i 

o 

CMCU 


wU 





V c« 

V (U 

s« z 
X a- 


-t 0) 


<u 

t/) 

rt 

(U 


C «/3 

• 4 ^ 

c ® 


Distance, Cem 
Bearing 

Safe Load 
Including Weight 
of Girder 
Tons 

1 

Weight of Girder 
Pounds 

Add to Safe Load 
for 1 Pound In¬ 
crease in Weight 
of Beam 

Safe Load 
Including Weight 
of Girder 
Tons 

Weight of Girder 
Pounds 

Add to Safe Load 
for 5 Pounds In¬ 
crease in Weight 
of Beam 

Add to Safe Loac 

in Thickne 

Add to Weight of 

crease in Thickne: 

12 

94.3 

1746 

0.60 

111.0 

2178 

3.03 

5.17 

72 

13 

87.1 

1891 

0.55 

102.4 

2359 

2.80 

4.77 

78 

14 

80.8 

2037 

0.51 

95.1 

2541 

2.60 

4.43 

84 

15 

75.5 

2182 

0.48 

88.8 

2722 

2.43 

4.13 

90 

16 

70.7 

2328 

0.45 

83.2 

2904 

2.27 

3.87 

96 

17 

66.6 

2473 

0.42 

78.3 

3085 

2.14 

3.65 

102 

18 

62.9 

2619 

0.40 

74.0 

3267 

2.02 

3.44 

108 

19 

59.6 

2764 

0.38 

70.1 

3448 

1.91 

3.26 

114 

20 

56.6 

2910 

0.36 

66.6 

3630 

1.82 

3.10 

120 

21 

53.9 

3055 

0.34 

63.4 

3811 

1.73 

2.95 

126 

22 

51.4 

3201 

0.33 

60.5 

3993 

1.65 

2.82 

132 

23 

49.2 

3346 

0.31 

57.9 

4174 

1.58 

2.70 

138 

24 

47.1 

3492 

0.30 

55.5 

4356 

1.51 

2.58 

144 

25 

45.3 

3637 

0.29 

52.2 

4537 

1.45 

2.48 

150 

26 

43.5 

3783 

0.28 

51.2 

4719 

1.40 

2.38 

156 

27 

41.9 

3928 

0.27 

49.3 

4900 

1.35 

2.29 

162 

28 

40.4 

4074 

0.26 

47.5 

5082 

1.30 

2.21 

168 

29 

39.0 

4219 

0.25 

46.1 

5263 

1.25 

2.14 

174 

30 

37.7 

4365 

0.24 

44.4 

5445 

1.21 

2.07 

180 

31 

36.5 

4510 

0.23 

42.9 

5626 

1.17 

2.00 

186 

32 

35.4 

4656 

0.22 

41.6 

5808 

1.13 

1.94 

192 

33 

34.3 

4801 

0.22 

40.3 

5989 

1.10 

1.88 

198 

34 

33.3 

4947 

0.21 

39.1 

6171 

1.07 

1.82 

204 

35 

32.3 

5092 

0.20 

38.0 

6352 

1.04 

1.77 

210 

36 

31.4 

5238 

0.20 

37.0 

6534 

1.01 

1.72 

216 

37 

30.6 

5383 

0.19 

36.0 

6715 

0.98 

1.67 

222 

38 

29.8 

5529 

0.19 

35.0 

6897 

0.95 

1.63 

'228 


j- ^ 
C D 


V- fcjQ 
O C 
n: 

U —' 

'U 

.S O 
O tn 


Above values are based on maximum fiber strain of 1G,000 pounds per 
square inch, J|-inch rivet holes deducted. Weights correspond to lengths, 
center to center of bearings. 












































JONES & LAUGHLIN STEEL CO. U‘S 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Box Girders Composed of Two 
18" Steel Beams and Two 16" x Steel Plates 



C 

O 

ct 53 




I n I 


o 

o 









u 


V <L> 


'C/} 


rt 

<j 

c w 
^ <v 

4--* 

V 

U 

C o 


'"w'S 


C 


</) 

t /5 

0) 


c t 

<D T 

U 

rt 

4-* 

C /5 

0 

Safe Load 
Including Weight 
of Girder 

Tons 

Weight of Girder 
Pounds 

Add to Safe Load 
for Increase 

in Thickness of 
Plates 

Safe Load 
Including Weight 
of Girder 
Tons 

Weight of Girder 
Pounds 

Add to Safe Load 
for 5 Pounds 
Increase in 

Weight of Beam 

Add to Safe Loa( 

in Thicknes 

Add to Weight of 

crease in Tliicl 

12 

162.6 

2712 

6.68 

151.3 

1 2352 

3.92 

6.68 

82 

13 

150.1 

2938 

6.17 

139.7 

2548 

3.62 

6.17 

88 

14 

139.4 

3164 

5.73 

129.7 

2744 

3.36 

5.73 

95 

15 

130.1 

3390 

5.35 

121.1 

2940 

3.14 

5 .. 35 

102 

16 

121.9 

3616 

5.01 

113.5 

3136 

2.94 

5.01 

109 

17 

114.8 

3842 

4.72 

! 106.8 

3332 

2.77 

4.72 

116 

18 

108.4 

4068 

4.45 

100.9 

3528 

2.61 

4.45 

122 

19 

102.7 

4294 

4.22 

95.6 

3724 

2.47 

4.22 

129 

20 

97.5 

4520 

4.01 

90.8 

3920 

2.35 

4.01 

136 

21 

92.9 

4746 

3.82 

86.5 

4116 

2.24 

3.82 

143 

22 

88.7 

4972 

3.64 

81.7 

4312 

2.14 

3.64 

150 

23 

84.8 

5198 

3.49 

78.9 

4508 

2.04 

3.49 

156 

24 

81.3 

5424 

3.34 

75.7 

4704 

1.96 

3.34 

163 

25 

78.0 

5650 

3.21 

72.6 

4900 

1.88 

3.21 

170 

26 

75.0 

5876 

3.08 

69.8 

5096 

1.81 

3.08 

177 

27 

72.2 

6102 

2.97 

67.2 

5292 

1.74 

2.97 

184 

28 

69.7 

6328 

2.86 

64.8 

5488 

1.68 

2.86 

190 

29 

67.3 

6554 

2.76 

62.6 

5684 

1.62 

2.76 

197 

30 

65.0 

6780 

2.67 

60.5 

5880 

1.57 

2.67 

204 

31 

62.9 

7006 

2.58 

58.6 

6076 

1.52 

2.58 

211 

32 

61.0 

7232 

2.50 

56.7 

6272 

1.47 

2.50 

218 

33 

59.1 

7458 

2.43 

54.5 

6468 

1.42 

2.43 

224 

34 

57.4 

7684 

2.36 

53.4 

6664 

1.38 

2.36 

231 

35 

55.7 

7910 

2.29 

51.9 

6860 

1.34 

2.29 

238 

36 

54.2 

8136 

2.23 

50.4 

7056 

1.30 

2.23 

245 

37 

52.7 

8362 

2.17 

49.1 

7252 

1.26 

2.17 

252 

38 

51.3 1 

8588 

2.11 1 

47.8 

7448 1 

1.23 

2.11 

258 


Above values are based on maximum fiber strain of 16,(MX) pounds per 
square inch, {i^-inch rivet holes deducted. Weights correspond to lengths, 
center to center of bearings.. 






























































144 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

Uniformly Distributed, for Box Girders Composed of Two 
Steel Beams and Two 16" Steel Plates 



Above values are based on maximum fiber strain of 16,000 pounds per 
square inch, Jg-inch rivet holes deducted. Weights correspond to lengths, 
center to center of bearings. * 










































JONES & LAUGHLIN STEEL CO. 145 


SAFE LOADS IN TONS OF 2000 POUNDS 
Uniformly Distributed, for Steel Plate Girders 


t/) 

fcO 


O) 


<L> 

c 

<U ^ 
(J V 

2^^ 


1 

i 

1 

1 

1 

ifT 

1 

1 

1 

1 

Jl 

iL. 


0) 

E 




(fi 

<v 

a 

s 

W) 

c 

ni 


tn 

<u 

'W) 

c 

C 








X 


c-l 


lO 


Distance Center 1 

Safe Load, Including 
Weight of Girder 
Tons 

Weight of Girder 
Tons 

Increase in Safe 
Load for xV'^Increase 
in Thickness of 
Flange Plates 

Increase in Weight 
of Girder for In¬ 

crease in Thickness 
of Flange Plates 

Safe Load, Including 
W eight of Girder 
Tons 

Weight of Girder 
Tons 

Increase in Safe 
Load for jV'Increase 
in Thickness of 
Flange Plates 

Increase in Weight 

of Girder for In¬ 

crease in Thickness 

20 

99.91 

1.62 

4.92 

.05 

112.87 

1.70 

5.41 

.05 

21 

95.15 

1.69 

4.67 

.05 

107.49 

1.77 

5.13 

.05 

22 

90.82 

1.76 

4.46 

.06 

102.60 

1.84 

4.90 

.06 

23 

86.87 

1.86 

4.26 

.06 

98.14 

1.95 

4.68 

.06 

24 

83.25 

1.93 

4.08 

.06 

94.05 

2.02 

4.48 

.06 

25 

79.92 

2.01 

3.92 

.06 

90.29 

2.09 

4.31 

.06 

26 

76.85 

2.07 

3.77 

.07 

86.82 

2.17 

4.14 

.07 

27 

74.00 

2.14 

3.63 

.07 

83.60 

2.24 

3.99 

.07 

28 

71.36 

2.21 

3.50 

.07 

80.63 

2.31 

3.85 

.07 

29 

68.90 

2.31 

3.38 

.07 

77.84 

2.42 

3.71 

.07 

30 

66.60 

2.38 

3.27 

.08 

75.24 

2.49 

3.59 

.08 

31 

64.45 

2.45 

3.17 

.08 

72.82 

2.56 

3.48 

.08 

32 

62.44 

2.52 

3.07 

.08 

70.55 

2.64 

3.37 

.08 

33 

60.55 

2.59 

2.97 

.08 

68.41 

2.71 

3.26 

.08 

34 

58.77 

2.66 

2.87 

.09 

66.40 

2.78 

3.16 

.09 

35 

57.08 

2.73 

2.79 

.09 

64.49 

2.85 

3.07 

.09 

36 

55.50 

2.83 

2.72 

.09 

62.70 

2.96 

2.99 

.09 

37 

54.00 

2.90 

2.65 

.09 

61.01 

3.03 

2.91 

.09 

38 

52.58 

2.97 

2.58 

.10 

59.40 

3.11 

2.84 

.10 

39 

51.23 

3.04 

2.52 

.10 

57.88 

3.18 

2.77 

.10 

40 

49.95 

3.11 

2.46 

.10 1 

56.43 

3.25 

2.70 

.10 








! 


A 


<v 

aJ 

S 

<1> 




(A 

(U 

E 


X 


£2 

c<l 


PT\ 

X 

5: 

(M 


tn 

1 ) 

< 

X 

CO 

X 

v 

V 

LO 


The above values are founded on the moments of inertia of the sections 
using a maximum fiber strain of 10,0(M) pounds per square inch for steel; 
42-itfch rivet holes in both flanges deducted. Weights of girders correspond 
to lengths center to center of bearings and include rivet heads, stiffeners 
and fillers. 














































































14G JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 
Uniformly Distributed, for Steel Plate Girders 


c/5 

fcJO 


rt 

QJ 


o 

u 


CJ 

^ <U 






c/5 

<1; 

r; 


V 

tKi 


X 



Distance Center t 
] 

Safe Load, Including 
Weight of Girder 
Tons 

1 

Weight of Girder 
Tons 

Increase m Sate 
Load for Increase 

in Thickness of 
Flange Plates 

Increase m Weiglit 
of Girder for In¬ 

crease in Thickness 
of Flange Plates 

Safe Load, Including 
Weight of Girder 
Tons 

1 

1 

Weight of Girder 
Tons 

Increase in Safe 
Load for /./'Increase 
in Thickness of 
Flange Plates 

Increase in Weight 

of Girder for j’,," In¬ 

crease in Thickness 
of Flange Plates 

20 

126.24’ 

1.77 

5.90 

.05 

187.74 

2.72 

8.25 

.06 

21 

120.23 

1 .-85 

5.63 

.05 

178.80 

2.84 

7.85 

.06 

22 

114.76 

1.92 

5.37 

.06 

170.67 

2.95 

7.49 

.07 

23 

109.77 

2.04 

5.14 

.06 

163.12 

3.12 

7.17 

.07 

24 

105.20 2.17 

4.93 

.06 

156.45 

3.24 

6.86 

.07 

25 

100.99 

2.19 

4.73 

.06 

150.19 

3.36 

6.59 

.07 

26 

97.10 

2.26 

4.55- 

.07 

144.4li3.48 

6.34 

.08 

27 

93.51 

2.34 

4.37 

.07 

139.06'3.59 

6.11 

.08 

28 

90.17 

2.41 

4.21 

.07 

134.1013.71 

5.88 

.08 

29 

87.06 

2.53 

4.07. 

.07 

129.47! 3.88 

5.69 

.09 

30 

84.16 

2.60 

3.94 

.08 

125.16 4.00 

5.51 

.09 

31 

81.44 

2.68 

3.81 

.08 

I2i.i2i4.i2 

5.32 

.09 

32 

78.90 

2.75 

3.69 

.08 

117.33 4.23 

5.15 

.10 

33 

76.81 

2.82 

3.58 

.08 

113.78 4.35 

5.00 

1 .10. 

34 

74.26 

2.89 

3.47 

.09 

no.43*4.47 

4.85 

1 .10 

35 

72.13 

2.98 

3.37 

.09 

107.2814.59 

4.71 

i .10 

36 

70.13 

3.09 

3.27 

.09 

104.30 

4.76 

4.58 

1 .11 

37 

68.23 

3.16 

3.18 

.09 

101.48 

4.87 

4.45 

.11 

38 

66.44 

3.24 

3.10 

.10 

98.81 

4.99 

4.32 

.11 

39 

64.74 

3.31 

3.03 

■ .10 

96.27 

5.11 

4.21 

.12 

40 

63.12 

3.39 

2.95 

.10 

93.87 

5.23 

4.12 

.12 


The above values are founded on the moments of inertia of the sections 
using a maximum fiber strain of 10,(XK) pounds per square inch for steel; 
1^-inch rivet holes in both flanges deducted. Weights of girders correspond 
to lengths center to center of bearings and include rivet heads, stiffeners 
and fillers. 









































































JONES & LAUGHLIN STEEL CO 


147 


SAFE LOADS IN TONS OF 2000 POUNDS 
Uniformly Distributed, for Steel Box Girders 


CO 




O 

u 


0) ^ 
U <u 




to 

a> 


0) 


’x 


c/3 

a; 

fC 

S 

OJ 

b4l 

C 

rt 


SOT 

X 

V 

s . 


C/3 

OJ 

< 

X 

k 

X 



CO 

D 


CO 

!U 


CD 

"ti) 


rt ^ = 


CJ 


X 


<u 

rt 

Cz-> 


X 

00 

X 

OO 


Distance Center t 
1 

Safe Load, Including 
Weight of Girder 
Tons 

Weight of Girder 
Tons 

Increase in Safe 
Load for iV/''Increase 
in Thickness of 
Flange Plates 

Increase in Weight 
of Girder for j',/'' In¬ 
crease in Tliickness 
of Flange Plates 

Safe Load, Including 
Weight of Girder 
Tons 

Vn 

(D 

'V 

u 

6 ^ 
<4-t S 

o 

*S 

Increase in Safe 
Load for I ncrease 

in Thickness of 
Flange Plates 

Increase in Weight 

of Girder for In¬ 

crease in Thickness 
of Flange Plates 

20 

120.00 

2.13 

' 7.04 

.07 

! 160.2 

2.44 

9.54 

.09 

21 

114.28 

2.23 

6.70 

.07 

152.6 

2.55 

9.08 

.09 

22 

109.09 

2.32 

6.40 

.08 ! 

i 145.6 

2.66 

8.67 

.09 

23 

104.34 

2.45 

6.12 

.08 1 

139.3 

2.80 

8.29 

.10 

24 

100.00 

2.54 

5.86 

.08 

133.5 

2.91 

7.95 

.10 

25 

96.00 

2.64 

5.63 

.09 ! 

128.2 

3.03 

7.63 

.11 

26 

92.30 

2:74 

5.41 

.09 

123.2 

3.14 

7.34 

.11 

27 

88.88 

2.83 

5.21 

.09 

118.7 

3.25 

7.07 

.12 

28 

85.7112.93 

5.03 

.10 

114.4 

3.36 

6.82 

.12 

29 

82.76 3.06 

4.85 

.10 

I 110.5 

3.50 

6.58 

.12 

30 

80.00 3.16 

4.69 

.10 

106.8 

3.61 

6.36 

.13 

31 

77.42 3.25 

4.54 

.11 

1 103.3 

3.72 

6.15 

.13 

32 

75.00 3.35 

4.40 

.11 

100.1 

3.83 

5.96 

.14 

33 

72.72j3.50 

4.26 

.11 

97.1 

3.95 

5.78 

.14 

34 

70.59 3.54 

4.14 

.12 

94.2 

4.06 

5.60 

.14 

35 

68.57! 

3.64 

4.02 

.12 

91.5 

4.17 

5.44 

.15 

36 

66 66 3.76, 

3.91 

.12 

89.0 

4.31 

5.29 

.15 

37 

64.86j3.86 

3.80 

.13 

86.6 

4.41 

5.14 

.16 

38 

63.1613.95 

3.70 

.13 

84.3 

4.53 

5.01 

.16 

39 

61.54|4.05 

3.61 

.13 

82.1 

4.65 

4.88 

.17 

40 

60.00,4.15; 

3.52 1 

.14 

80.1 

4.76 

4.77 

.17 


The above values are founded on the moments of inertia of the sections 
using a maximum fiber strain of l(i,(K)0 pounds per square inch for steel; 
}g-inch rivet holes in both flanges deducted. Weights of girders correspond 
to lengths center to center of bearings and include rivet heads, stiffeners 
and fillers. 





































































148 


JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 
Uniformly Distributed, for Steel Box Girders 


(/) 

tc 

'C 

rt 

dj 


^ ^ ! 

!- 



t/3 

<U 

OJ 

E 

O) 


X 




c/3 

0) 

-w 

ft 

s 

0) 

ft 

E* 


CO 

X 

CO 

X 


(U 

U 

0) 

C) 

rj 

ft 

-i-t 

(O 

Q 


M 

s 

§ 

rt-gH 

ft 

c/] 


<u 

u 

o ^ 

c 
o o 

'S 


D 

1/3 

(L) u-i 

U- J) O 
<5 h _ 


I 

" c 

C to ft < H 

r-CL _ 


20 227 

21 j216 

22 !206 


(U ^ 

^ C ^ 
4) a; 

M) 

^ S 

V- —I ft 

cfe 

O 

iJ 


23 

24 

25 

26 

27 

28 

29 

30 

31 

32 

33 

34 

35 

36 


197. 

189. 

182. 

175, 

168, 

162, 

156, 

151, 

146, 

142, 

137, 

133, 

130, 

126, 


37 i 123 

38 119. 


39 

40 


116 

113 


5 2.92! 
7 3.061 
,9 3.19 
,9 3.36! 
,6 13.491 
.0 3.63! 
3.76 
3.89 

4.03! 

4.15i 
,7 14.331 
,8 4.45i 
,2 4.60' 
,9 4.74[ 
,8 4.871 
5.00' 
5.17 
5.31 
5.44 
5.58 
5.71 


0 

4 

0 

7 

7 

8 


12.92 

12.30 

11.74 

11.23 

10.76 

10.33 

9.94 

9.57 

9.22 

8.91 

8.61 

8.33 

8.07 

7.83 

7.60 

7.38 

7.17 

6.98 

6.80 

6.62 

6.46 


CO 
to 
a; 
• c 

^ u 


(Al QJ 
^ »- 




(U 

^ CO 
O r ^ V 

5 


to 

0) 

"ft I 

E I 

0) I 
Sf I 

M i 

tiH I 


10 

,11 

11 

,12 

,12 

,13 

,13 

,14 

.14 

,15 

,15 

.16 

.16 

.17 

.17 

.18 

.18 

.19 

.19 

.20 

.20 



(O 

0) 

ft 

E 

a; 


X 




CO 

a> 

ft 

E 

<D 

ft 




CO 

(U 

< 

V, 

V 

:::^ 

X 

V 

TtH 

X 

V 

V 

o 


bJO 

'S' 

Ij' 


yo 


ft 

c 

*-3 


ft 

c/3 


o o 

*3 


355 

338 

322 

308 

296 

284 

273 

263 

253 

244 

236 

229 

221 

215 

208 

202 

197 

191 

186 

182 

177 


.0 

.1 

.8 

.7 

.0 

.0 

.1 

.0 

.6 

.8 

.7 

.0 

.9 

.2 

.8 

.9 

.2 

.9 

.8 

.1 

.5 


Weight of Girder 
Tons 

Increase in Safe 
Load for I ncrease 

in Thickness of 
Flange Plates 

Increase in Weight 

of Girder for In¬ 

crease in Thickness 
of Flange Plates 

3.78 

19.43 

.13 

;3.95 

18.50 

.13 

4.13 

17.66 

.14 

4.34 

16.89 

.15 

4.52 

16.19 

.15 

4.69 

15.54 

.16 

4.87 

14.94 

.17 

15.04 

14.39 

.17 

5.21 

13.88 

.18 

5.43 

13.40 

.19 

5.61 

12.95 

.19 

5.78 

12.53 

.20 

5.95 

12.14 

.20 

6.12 

11.77 

.21 

i6.29 

11.43 

.22 

6.47 

11.10 

.22 

6.69 

10.79 

.23 

6.86 

10.50 

.24 

6.94 

10.22 

.24 

7.20 

9.96 

.25 

7.38 

9.71 

.26 


The above values are founded on the moments of inertia of the sections 
using a maximum fiber strain of 1G,0()() pounds per square inch for steel; 
I?/'rivet holes in both flanges deducted. Weights of girders correspond 
to lengths center to center of bearings and include rivet heads, stiffeners 
and fillers. 



































































JONES & LAUGHLIN STEEL CO. 149 


Steel Columns in Fireproof Buildings 

The construction of steel-frame fireproof buildings is be¬ 
coming general in cities and towns. In the business centers of 
our great cities no other form can be used to advantage, and the 
architects who are keeping pace with improvements recognize 
the desirability of the improved construction. This change has 
been facilitated in no small degree by the great improvements 
made in the art of fireproof construction, insuring not only a 
higher degree of efficiency, but a considerable reduction in 
cost, as compared with methods formerly practiced. 

The old style of solid brick or stone arch, at one time so 
common, has been almost wholly supplanted by the modern 
forms of hollow tile and terra cotta, and roofs, ceilings and par¬ 
tition walls are now largely constructed of these refractory 
materials. 

The substitution of steel for iron in beams has hastened this 
radical improvement. Our patterns of beams and channels, 
having the highest efldciency, are well adapted for this purpose. 

For some time past another change which has gradually 
taken place has been the substitution of steel for cast-iron in 
the composition of columns, cast-iron being a material so un¬ 
certain in character that its use in bridge construction has long 
since been abandoned. In buildings the loads are generally 
quiescent, and the liability of sudden shocks is more remote 
than in bridges; yet on the other hand, the columns seldom 
receive their loads as favorably as in bridges. In many cases 
there exists considerable eccentricity, that is, the loads on one 
side of the column are heavier than on the other side, and the 
bending strains arising therefrom increase the strains from 
direct compression materially. 

The following are some of the contingencies which may arise 
in the manufacture of castings, and which preclude anything 
approaching uniformity in the product: 

In the case of hollow cast-iron columns, while the metal is 
yet in a molten state, the buoyancy of the central core tends to 
cause it to rise, thereby reducing the thickness of the metal 
above and increasing the same below. When columns are of 





150 JONES & LAUGHLIN STEEL- CO. 


such lengths as to make it necessary to pour the metal into 
the molds from both ends, it sometimes occurs that the iron 
becomes too much chilled on the surface to properly mix and 
unite, thus creating a \veak seam at the very point where the 
greatest strength will be needed. The presence of confined air, 
producing “blowholes” and “honeycomb,” and the collection 
of impurities at the bottom of the mold, may be further men¬ 
tioned as frequent sources of weakness in cast-iron. 

The most critical condition, however, is that due to the un¬ 
equal contraction of the metal during the process of cooling, 
thereby giving rise to initial strains, at times of sufficient force 
to produce rupture in the column or in its lugs on the slightest 
provocation. In many cases the trouble can be ascribed to 
faulty designing or carelessness in the execution of the work, 
yet even under favorable conditions it is so difficult to secure 
equal radiation from the molds in all directions, that castings, 
entirely exempt from inherent shrinkage strains, are probably 
seldom produced. 

As a protection against these contingencies, resort must be 
had either to the crude or uncertain expedient of a high safety 
factor, not less than 8 or 10, or a material, such as rolled steel, 
must be adopted, of a more uniform and reliable character than 
cast-iron. 

Steel columns fail either by deflecting bodily out of a straight 
line, or by buckling of the metal between rivets or other points 
of support. Both actions may take place at the same time, but 
if the latter occurs alone, it may be an indication that the rivet 
spacing or the thickness of the metal is insufficient. 

The rule has been deduced from actual experiments upon 
steel columns, that the distance between centers of rivets should 
not exceed, in the line of strain, sixteen times the thickness of 
metal of the parts joined, and that the distance between rivets 
or other points of support, at right angles to the line of strain, 
should not exceed thirty-two times the thickness of the metal. I 

On page 64 are shown sections of some of the most common 
forms of built columns. Figs. 5, 6 and 7 are known as closed 
columns. As it is impracticable to repaint the inner surface 
of such columns, it is preferable to use them only for interior 









JONES & LAUGHLIN STEEL CO. 151 


work where the changes in temperature are not considerable 
and the air is dry. In places exposed to the extremes of tem¬ 
perature and unprotected from rain, the paint on the inner 
surface of the column will sooner or later cease to be a protec¬ 
tion. Corrosion will set in, and, once begun, will continue as 
long as there is unoxidized metal left in the column. The 
remaining figures on this page represent columns with open 
sections or latticed columns, which a-dmit of repainting and 
are suitable for out-of-door work. 

Cast and steel bases are shown on page 64. Complete 
tables giving the safe loads in tons for plate and channel col¬ 
umns or plate and angle columns shown by Figures o and 10 on 
same page, are given on pages 152 to 169. 




152 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 
6" Channel Column. Square Ends. 




031 




- 42 '- 




Allowable strain per square inch equals 
P 12,000 pounds for lengths of 90 radii 

or less; 17,100 — 57—for lengths over 
o" r 

I 90 radii. Safety factor = 4. 

Section: 2-6"^ laced with bars; 

K- 7y\f-—'A 0 x 2 - 0 )" ^ and 2-8" wide side plates. 

Holes in flanges, or less. Rivets in flanges, ji" or less. 




Section 


Pounds Bars 

2-6"*—' 8 laced.... 
2-6"-- 8 2-8XM" 
2-6"^ 8 2-8 Xt^" 
2-6"^ 8 2-8X^" 
2-6"- 8 2-8Xt^" 
2-6"- 8 2-8XM" 
2-6"- 8 2-8XA" 

2-6"^ 8 2-n8X^" 

2-6"- 8 2-8Xii" 

2-6"— lOH laced- 

2-6"- 10H2-8XJi" 
2-6"- 103^ 2-8 Xt^" 
2-6"- 1034 2-8X^" 
2-6"^ 1034 2-8X A" 
2-6"- 10>^ 2-8X3^" 
2-6"- 1034 2-8Xt*^" 
2-6"- 1034 2-8X^" 
2-6"- 1034 2-8Xii" 

2-6"—13 laced.... 
2-6"-13 2-8Xi*V" 
2-6"-13 2-8X^" 
2-6"-13 2-8XA" 
2-6"— 13 2-8X34" 
2-6"-13 2-8XA 
2-6"-13 2-8X^" 
2-6"-13 2-8Xii" 
2-6"-13 2-8XM" 

2-6"- 15 laced.... 
2-6"- 1534 2-8 Xt^" 
2-6"- 15342-8XH^ 
2-6"- 15H 2-8Xt^‘ 
2-6"- 15342-8X34 
2-6"- 1534 2-8XtV 
2-6"- 1534 2-8X^ 
2-5"- 1534 2-8XH 
2-6"- 1534 2-8XM 


& 

^ s 

^ r- 

ht in 
is per 

1 Foot 
umns 

V. 

CO 

Unsupported Column Lengths 
Feet 

< 

<u 5 2^0' 
^ *« 

rt 

0) 

14 

1 

1 1 

IG 18 : 

20 

22 

24 

4.76 

22.75 

2.34 



1 

28.6 28.2 

1 

26.8 

25.4 

24.0 

8.76 

31.6 ! 

2.32 


• • • • ' 

52.6 51.6 

49.1 

46.5 

44.0 

9.76 

35.0 

2.32 

1 

58.6 57.5 

54.7’ 

51.8 

49.0 

10.76 

38.4 

2.32 

• • • • 

64.6 63.4 

60.3 

57.1 

54.0 

11.76 

41.8 

2.32 

» • • • ' 

70.6 69.3 

65.9 

62.4 

59.0 

12.76 

45.2 1 

2.32 

• • • • 

76.6 75.2 

71.5 

67.7 

64.0 

13.76 

48.6 

2.32 

« • • • 

82.6 81.1 

77.1 

73.0 

69.0 

14.76 

52.0 

2.32 


• • • • 

88.6 87.0 

82.7 

78.3 

74.0 

15.76 

55.4 1 

2.32, 

. ... 

94.6 92.9 

88.3 

83.6 

79.1 

6.18 

27.75 

2.21 


37.1 35.6 

33.7 

31.8 

29.9 

10.18 

36.6 

2.25 


• • • • 

61.1 59.2 

56.1 

52.9 

49.9 

11.18 

40.0 

2.25: 

• • • • 

67.1 65.0 

61.6 

58.1 

54.8 

12.18- 

43.4 

2.26 

• • • • 

73.1 70.9 

67.3 

63.6 

59.9 

13.18 

46.8 

2.26 


79.1 76.8 

72.8 

68.8 

64.8 

14.18 

50.2 

2.26 

• • • • 

85.1 82.6 

78.3 

74.0 

69.7 

15.18 

53.6 

2.26 


91.1 88.4 

83.8 

79.3 

74.7 

16.18 

57.0 

2.27 

• • • • 

97.1 94.5 

89.6 

84.5 

79.8 

17.18 

60.4 

2.27i 


103.1100.3 

95.1 

89.9 

84.7 

7.64 

32.75 

2.13 

45.8 

45.7 43.3 

40.8 

38.3 

35.9 

12.64 

45.0 

2.20 

• • • • 

75.8 72.7 

68.8 

64.8 

60.9 

13.64 

48.4 

2.21 

• • • • 

81.8 78.6 

74.4 

70.2 

65.9 

14.64 

51.8 

2.22 

• • • • 

87.8 84.5 

80.0 

75.4 

70.9 

15.64 

55.2 

2.22! 

• • • • 

93.8 90.4 

85.5 

80.7 

75.9 

16.64 

58.6 

2.23: 

• • a > 

99.8 96.3 

91.1 85.9 

80.8 

17.64 

62.0 

2.23^ 

• • • • 

105.8102.2 

96.7 91.3 

85.8 

18.64 

65.4 

2.241 

• • • • 

111.8108.1102.3 96.6 

90.8 

19.64 

68.8 

2.24| 

. . . . 

117.8114.0107.9,101.9 

95.8 

9.12 

37.75 

, 2.06 

54.7 

53.7 50.7 

47.7! 44.6 

41.6 

14.12 

50.0 

2.15' 


: 84.7 80.5 

75.8 71.3 

66.8 

15.12 

53.4 

! 2.17i 

• • • • 

90.7 86.^ 

81.5 76.7 

71.8 

16.12 

56.8 

! 2.17 

• • • • 

1 96.7 92.] 

87.0 82.C 

76.9 

17.12 

60.2 

2.18 

a a a a 

102.7 98.C 

92.6 87.3 

81.9 

18.12 

63.6 

1 2-191 

• a • a 

108.7104.C 

98.3 92.7 

87.0 

19.12 

67.0 

2.20' 

a a a a 

114.7109.9104.0 98. C 

92.0 

20.12 

70.4 

2.20 

a a a a 

120.7115.8109.6103.1 

L97.1 

21.12 

73.8 

2.21 

. . . . 

126.7121.7115.2108.6102.1 

1 ' 


Note. —Weights of column shafts include rivets. 








































JONES & LAUGHLIN STEEL CO 


153 


SAFE LOADS IN TONS 
1" Channel Column. 


OF 2000 POUNDS 
Square Ends 


H--6%-'-'—4 



Allowable strain per square inch equals 
12,000 pounds for lengths of 90 radii 

or less ; 17,100 — 57y for lengths over 

00 radii. Safety factor = 4. 

Section: 2-7"^ laced with 

bars ; or 2-7'^'—' and 2-9" bars. Holes, 
rivets, diameter. 


Section 


C/j tn. ' 
a 

"y 

fs c ( 

1) r 
< 


be- 


C5 

CU 


> o. 


Pounds Bars 

2-7"'—' Q^laced. 

2-7"-- 9H2-9XH" 
2-7"^ 9^2-9Xt^" 
2-7"- 9H2-9XH" 
2-7"- 9H2-9X^" 
2-7"- 9H2~9X}^" 
2-7"— 95^2-9XA" 
2-7"- 9M2-9XM" 

2-7"— 12^ laced_ 

2-7"- 12H 2-9XH" 
2-7"- 12H 2-9X A" 
2-7"- 12H 2-9XH" 
2-7"- 12^ 2-9Xt^" 
2-7"- 12M 2-9 XH" 
2-7"- 12Ji:2-9XA" 
2-7"- 12M 2-9X^" 

2-7"— 145^1aced.... 
2-7"- 14^:2-9XM" 
2-7"- 14Jij2-9XA" 
2-7"- 14^2-9X^" 
2-7"- 14?4 2-9 Xt^" 
2-7"^ 14^2-9X1^" 
2-7"- 14?i2-9XA" 
2-7"- 14M2-9XH" 

2-7"- 17K laced.... 
2-7"- 17M 2-9XM" 
2-7"- 1714 2-9X^" 
2-7"- 1714 2-9X1^" 
2-7"- 17M 2-9X^" 

2-7"- 191^ laced.... 
2-7"- mi2-9XH" 
2-7"- 19^ 2-9X^" 
2-7"- 19542-9X14" 
2-7"- 19542-9X54" 
2-7"- 1954 2-9X 54" 


I 5.70 27.1 2.72 
10.20 36.8.2.67 
11.32 40.6 2.67 
12.45 44.5.2.66 
43..58 48.3'2.66 
14.70 .52.1 2.65 
15.85 .55.9 2.65 


Unsupported Column Lengths 
Feet 


18 


16.95 59.8i2.64 101.7 101.0 


7.20'32.i:2. 
11.70 41.8'2. 
12.824.5.6 2. 
13.95 49.5 2. 
15.08 53.3 2. 
46.20 57. L2. 
47.3.5 60.9 2. 
|18.45 64.8|2. 

I 8.68 37.1'2. 
13.18 46.8'2. 
,14.30 50.6 2. 
15.43 54.5 2. 
'16.56 58.3 2. 
17.68 62.1 2. 
18.81 65.9 2. 
19.93 69.8 2. 


59 

59 

59 

59 

59 

59 

59 

59 

50 

53 

54 

54 

55 
55 

55 

56 


10.14 42.1 2.43 
il4.64 51.8 2.49 


88.2 

95.0 


20 


34.2 

61.2 
67.9 

74.7 
81.5 

87.8 
94.4 


22 


43.2 

70.2 
76.9 
83.7 
90.5 

97.2 


42.5 

69.1 
75.8 
82.4 

89.1 
95.7 


104.0 102.4 
110.7 109.0 


52.1' .50.5 48. 
79.i; 77.0 73. 
85.8 83.7 79. 
92.6 90.4 86. 
99.4 97.1 92. 
106.1 103.8 99. 
112.9 110.5 105. 
119.6 117.2 111. 


33.0 

58.5 

64.9 

71.2 

77.6 

83.9 

90.3 

96.6 

40.6 
66.0 

72.4 

78.7 
85.1 

91.4 

97.8 
104.1 


24 


31.5 

55.9 
62.0 
68.0 

74.1 

80.1 
86.2 

92.2 

38.7 

62.9 
69.0 
75.0 
81.1 

87.2 

93.2 

99.3 


60.8 

87.8 


16.89 59.5,2.50 101.3 


19.14 67.112.51 
!21.39 74.8‘2.52 


11.62,47.1 2, 
16.12^56.8!2, 
18.37 64.5 2. 
20.62 72.1 2. 
22.87:79.8 2. 
25.12 87.4'2. 


39 

45 

46 

47 

48 


114.8 
128.3 

69.7 

96.7 
110.2 
123.7 
137.2 

49:150.7 

I 


58.3 

85.0 

98.2 


45.7 
69.9 
76.0 
82.1 
88.2 
94.3 
4 100.4 
8106.5 


55.4 

80.9 

93.6 


52.5 

76.9 

89.0 


111.5 106.3 101.1 


124.8 

66.1 

92.8 

106.0 

119.2 

132.5 

145.8 


119.0 113.2 


62.8 

88.3 

100.9 


59.5 

83.8 

95.8 


113.6 107.8 


126.2 

138.9 


119.9 

132.0 


26 


28 


30.1 

53.2 
59.0 

64.7 

70.5 

76.3 
82.0 

87.8 

36.8 

59.9 

65.7 

71.4 

77.2 

82.9 

88.7 

94.4 

43.3 

66.4 

72.2 
78.0 

83.8 

89.6 

95.4 
101.2 

49.6 

72.9 

84.4 

95.9 
107.4 

56.2 

79.3 

90.7 
102.1 
113.6 
125.1 


28.7 

50.6 

56.1 

61.5 
67.0 

72.5 

77.9 

83.4 

34.9 

56.8 

62.3 

67.7 

73.2 

78.6 

84.1 

89.5 

41.0 

62.9 

68.4 

73.8 

79.3 

84.8 

90.2 

95.7 

46.7 

68.9 

79.8 

90.7 
101.6 

52.8 

74.8 
85.7 

96.5 
107.4 
118.2 


Note. —Weights of column shafts include rivets. 





































































154 JONES & LAUGHLIN STEEL CO. 


u 




SAFE LOADS IN TONS OF 2000 POUNDS 

8" Channel Column. Square Ends 

Allowable strains per square inch = 

12,000 pounds for lengths of 90 radii 

'T~ 1 

I or less. 17,100 pounds 

8" lengths over 90 radii. 

j Safety factor = 4. 

Section: 2-8" ^ laced with 1^ 

bars. Holes, if"; rivets, ^"diameter, 

__>1 or 2-8" and 2-10" bars. 


LUJ 

1 

1 

1^- 

-514- 

1 

1 

-<-! 

1 

M 




57 - for 
r 


V 5 " 
^ Ti5 


Section 


c 

CO tn 
r- <U 


n! 


Pounds Bars 
2-8"-- IIM laced. 

2-8"--IIM 2-lOXM" 
2-8"^ IIH 2-lOXA" 
2-8"-llM 2-lOX^" 
2-8"-" IIM 2-lOXfff" 
2-8"-IIM 2-lOXM" 
2 - 8 "-1134 2-10Xt^" 
2-8"v 11M 2-lOX^" 

2-8"— 13^ laced. 

2-8"-13^ 2-lOXM" 
2-8"-13M 2-lOXA" 
2-8"-" 13M 2-10X34" 
2-8"^ 1334 2-lOX^" 
2-8"-133-4 2-10X34" 
2-8"- 1334 2-lOX-A" 
2-8"- 1334 2-lOX^" 


CO ^ \ 

- 

4 .^ C i ^ 


Unsupported Column Lengths 
Feet 


2 - 8 "- 

2 - 8 "- 

2 - 8 "- 

2-8"^ 

2 - 8 ""- 

2 - 8 "- 

2 - 8 "— 

2 - 8 "- 


1614 

1614 

1614 

1614 

1614 

1614 

1614 

1614 


2-8"- 1834 
2-8"- 1814 
2-8"- 1814 
2-8"- 1834 
2-8"- 1814 
2-8"-2114 
2-8"- 2114 
2-8"- 2114 
2-8"- 2114 
2-8"-2114 
2-8 '-2114 


laced. 

2-10X1^" 

2-10Xt^" 

2-10X14" 

2-10X4^" 

2-lOX^" 

2-lOXii" 

2-10X14" 

laced. 

2-lOXli" 

2-10X14" 

2-10X34" 

2-10X34" 

laced. 

2-10X14" 

2-10X14" 

2-10X14" 

2-10X34" 

2-10X34" 


6.70 

11.70 

12.95 

14.20 
15.45 

16.70 

17.95 

19.20 

8.08 

13.08 

14.33 

15.58 
16.83 
18.08 

19.33 

20.58 

9.56 

17.06 

18.31 

19.56 
20.81 
22.06 

23.33 

24.56 

11.02 

18.52 
21.02 

23.52 
26.02 

12.5 
20.0 

22.5 
25.0 

27.5 
30.0 


20 


30.13.11 
41.53.03 
45.7 3.02. 
50.03.021. 
54.2 3.01 
58.53.00 
62.73.00 
67.0,2.99 

35.12.98 
46.5 3.00 
50.7:2.99 
55.02.98 

59.22.98 
63.52.97 
67.7l2.96 
72.02.96 


DO 


40.12. 

60.02. 

64.22. 


89 


93102 


68.5 
72.7 
77.02 
81.22 

85.5 


45.1 
65.0 

73.5 
82.0 

90.5 

50.1 
70.0 

78.5 
87.0 

95.5 
104.0 


2.82 
2.89 
2.89 
2.89 
2.89 

2.77 
2.83 

2.83 

2.84 
2.84 
2.85180. 


57. 


109. 

117. 

124. 

132. 

139. 

147. 

66 . 

111 . 

126. 

141. 

156. 


40.2 

70.2 

77.7 

85.2 

92.7 
100.2 

107.7 
115.2 

48.5 

78.5 
86.0 

93.5 
101.0 

108.5 
116.0 

123.5 

4 56.8 
4|102.1 
9 109.5 
4117.0 
91124.4 
4 131.8 
91139.3 
4 146.7 


24 ! 26 


38.1 

65.7 

72.6 

79.5 

86.4 

93.3 


28 


3 100.2! 96.1 
5 IO 7 .IIIO 2.7 


45.0 

73.0 

79.9 

86.7 

93.5 


39. 

68 . 

75. 

82. 

89. 

97. 

104. 

111 . 

46. 

76. 

83. 

90. 

97. 

104. 

111 . 

118. 

54. 

98. 

105. 

112 . 

119. 

126. 

133. 

140. 

62.2i 59.5! 

105.7 101.4i 


36.7 
63.0 
69.6 
76.2 

82.8 
89.5 


30 


61 IOO .4 


107.2 

114.1 


6 52. 
1 94. 
3 101. 
4107. 
61114. 
71121. 
91128. 
9il35. 


43.1 

70.1 
76.6 

83.2 
89.8 

96.3 
102.8 
109.4 


50. 
90. 
96. 
9 103. 
71109. 
51116. 
4 123. 
2 129. 


64.8 
110.1 
125.0 120.0 


75. 

120 . 

135. 

150. 

165. 


139.8 

154.7 


134.3 

148.6 


56.8 
97.0 
115.0'110.1 
128.71123.2 
142.4 136.3 


69.8 66.71 63.7 
113.1 108.2 103.4 


35.2 
60.4 

66.7 
73.0 

79.3 

85.7 
92.0 

98.3 

41.3 

67.1 

73.4 

79.6 
85.9 

92.1 
98.3 

104.6 

47.8 

86.2 

92.5 

98.7 
105.0 
111.2 

117.5 

123.7 

54.1 

92.6 

105.1 

117.6 

130.1 


60.6 

98.5 


0 72.9 
01117.9 
0|132.8 
0d47.6 
0 162.5 

O 1 I 77.3 170.11162.91155.7 148.5 


127.4121.9 116.5 111.0 


141.6 135.6 129.5 
155.9!149.3 142.6 


123.5 

135.0 


Note.—W eights of column shafts include rivets. 




























































JONES & LAUGHLIN STEEL CO. 


155 


SAFE LOADS IN TONS OF 2000 POUNDS 
9 " Channel Column. Square Ends 


-8V-->{ 



Allowable strain per square inch = 
12,000 pounds for lengths of 90 radii 

or less. 17,100 pounds — 57 - for 
lengths over 90 radii. ^ 

Safety factor = 4. 

Section: 2-9" ^ laced with 2" x 
bars. Holes, If"; rivets, diameter, 

or 2-9" ^ and 2-11" bars. 


Section 


Pounds Bars 
2-9"-- 13M laced. 

2-9"^ 13M 2-llXM" 
2-9"- 13M 2-UXA" 
2-9"- 13M 2-llX^" 
2-9"- 13Ji 2-11 XtV" 
2-9"- 13M 2-1IXM" 
2-9"- 13K 2-llXi^" 
2-9"- 13M 2-llX^" 

2-9"- 15 laced. 

2-9"- 15 2-llXK" 
2-9"- 15 2-llXi^" 
2-9"- 15 2-llXH" 
2-9"- 15 2-1 IXt^" 

2-9"^ 15 2-1IXK" 

2-9"- 15 2-llXi\" 
2-9"- 15 2-1IXM" 


ea in 
Inches 

tn 4-1 
Xi (x, 

4-» 2 

(/) 

Unsupported Column Lengths 
Feet 

U 

cr 
• in 

*5 j- 
> a 


22 

24 

26 

28 

30 

32 

7.78 

1 

34.9'3.49 


46.7 

46.7 

45.2 

43.6 

42.1 

13.28 

47.23.41 


79.7 

78.9 

76.3 

73.6 

70.9 

14.66 

57.93.40 


88.0 

86.8 

83.9 

80.9 

78.0 

16.03 

56.63.38 


96.2 

94.7 

91.5 

88.3 

85.0 

17.41 

61.23.37 


104.5 

102.6 

99.1 

95.6 

92.1 

18.78 

65.9 

3.35 


112.7 

110.6 

106.7 

102.9 

99.1 

20.16 

70.6 

3.34 

. 

121.0 

118.5 

114.4 

110.3 

106.2 

21.53 

75.3 

3.32 


129.2 

126.4 

122.0 

117.6 

113.2 

8.82 

38.4 

3.40 


52.9 

52.3 

50.6 

48.8 

47.0 

14.32 

50.7 

3.36 


85.9 

84.5 

81.7 

78.8 

75.9 

15.70 

55.4 

3.34 

. 

94.2 

92.5 

89.3 

86.1 

82.9 

17.07 

60.1 

3.33 

. 

102.4 

100.4 

96.9 

93.4 

89.9 

18.45 

64.7 

3.32 

. 

110.7 

108.3 

104.5 

100.7 

96.9 

19.82 

69.43.31 


118.9 

116.2 

112.1 

108.0 

103.9 

21.20 

74.1 

3.30 

. 

127.2 

124.1 

119.7 

115.3 

110.9 

22.57 

78.83.29 


135.4 

132.0 

127.3 

122.6 

117.9 


2-9"— 

20 

2-9"— 

20 

2-9"— 

20 

2-9"— 

20 

2-9"— 

20 

2-9"— 

20 

2-9"- 

20 

2-9"— 

20 

2-9"- 

20 

2-9"— 

25 

2-9"— 

25 

2-9"- 

25 

2-9"— 

25 

2-9"- 

25 

2-9"— 

25 

'2-9"— 

25 

2-9"— 

25 

2-9"^ 

25 

2-9"-- 

25 

2-9"- 

25 


laced. 11 

2-1 IXt^" 18 
2-1IX^" 20 
2-11Xt^" 21 
2-1IXH" 22 
2-1IX A" 24 
2-1IX ^"25 
2-llXii"26 
2-1IXM" 28 


.76 

.64 

01 

39[ 

76| 

14 

89 

26 


14 

22 


laced. 

2-11X3^" 
2-11XA"24. 
2-11X34" 25. 
2-1IXA" 27. 
2-11X54" 28. 
2-llXii" 29. 
2-llX5i" 31. 
2-llXH" 32. 
2-llXK" 33. 
2-llXil" 35. 


48.43. 

65.43. 

70.13. 
74.73. 

79.43. 
84. 1!3. 

88.83. 
93.4!3. 
98.113. 

58.43. 

80.13. 
33l 84.7i3. 
70; 89.43. 

94.13. 

98.83. 
83103.43. 
20108.13. 
58:112.83. 
95117.53. 
33!122.1|3. 


I 

70' 

95 


081 

45' 


21 ... 

27.. . 

26.. ., 
26..., 
25..., 

25.. ., 
25!..., 

24.. ., 
24!..., 

10 88 , 
18137, 
18146, 
18154, 
18162. 
18170. 
18179. 
18187. 
18195. 
18203. 
18212. 


70.6 

111.8 

120.1 

128.3 

136.6 
144.8 
153.1 

161.3 

169.6 


2 86 
8'137 
0 145. 
2 153. 
5 161. 
7 169. 
0 178. 
2 186. 
5 194. 
71202. 
0 210 . 


68 

108, 

116, 

124, 

132, 

140, 

148, 

156. 

164. 


8 83. 
0 132 
2! 140 
4 147, 
6jl55. 
8ll63, 
0 171, 
3 179. 
5T87. 
7 195. 
9l203. 


0 65. 

7 104. 
6 112 . 
5 120. 
4 127. 
3 135. 
2,142. 
2! 150. 
1 158. 

5- 80. 
1127. 
0 134. 
9 142. 

8 150. 


157. 

165. 

172. 

180. 

188. 

195. 


5 63. 
8 100 . 

4 108. 
0 115. 

6 122 . 
3 130. 
91137. 

5 144. 
1152. 
3 ! 77. 
1 122 . 

7 129. 

3 136. 
0 144. 

6 151, 
2 158, 

8 166. 

4 173, 
1180, 
71188, 


0 60.5 
91 97.0 
2 104.0 
5,111.0 

8 1 1 1 8 .1 

2 125.1 
5 132.1 

8139.1 

11146.2 

0 ! 73.8 
2 117.2 

51124.3 
8 131.3 
1 138.3 

145.3 

152.4 

159.4 

166.4 

173.4 

180.5 


Note. —Weights of column shafts include rivets. 

























































156 


JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 
10" Channel Column. Square Ends 

Allowable strain per square inch = 
12,000 pounds for lengths of 90 radii 


- 


1 


1 

1 

I >- 
1 

-7-- 

[ 

-<4 

1 

1 


^ - 


T 

I 

10 ' 


U--11; 




1 

or less. 17,100 — 57 - for lengths 
over 90 radii. 

Safety factor = 4. 

Section: 2-10" ^ laced with 2" x 

bars. Holes, rivets, diam¬ 
eter, or 2-10" ' and 2-12" plates. 


Section 


Pounds Plates 

2-10"'—' 15 laced. 

2-10"-- 15 2-12XK" 
2-10"-- 15 2-12XA" 
2-10" V- 15 2-12X^" 
2-10"- 15 2-12X 
2-10"- 15 2-12XH" 
2-10"^ 15 2-12Xt^" 
2-10"- 15 2-12X^" 

2-10"- 20 laced. 

2-10"- 20 2-12XH" 
2-10"- 20 2-12 X^" 
2-10"- 20 2-12XM" 
2-10"- 20 2-12Xt%" 
2-10"- 20 2-12X^" 
2-10"- 20 2-12XH" 
2-10"- 20 2-12XM" 

2-10"— 25 laced. 

2-10"- 25 2-12X}^" 
2-10"- 25 2-12X-^" 
2-10"- 25-2-12X5^" 
2-10"— 25 2-12XH" 
2-10"- 25 2-12X5i" 
2-10"- 25 2-12Xit' 
2-10"- 25 2-12XK" 

2-10"^ 30 laced. 

2-10"- 30 2-12X5^" 
2-10"— 30 2-12XJJ" 
2-10"- 25 2-12X%" 
2-10"- 30 2-12X1" 

2‘-10"— 35 laced. 

2-10"- 35 2-12X5^" 
2-10"- 35 2-12XM" 
2-10"- 35 2-12XV' 
2-10"- 35 2-12X1" 
2-10"- 35 2-12X1M" 


cr 

in tn 
- ^ 

rt C 
0) 


C/5 ■4-> 

s )_ 

> i) 

> a 


8.92 

14.92 

16.42 
17.92: 62.6 
il9.42! 67.7 

20.92 

22.42 




Unsupported Column Lengths 
Feet 


38.43.87 

52.4,8.76,. 


57.5 


72.8 

77.9 


23.92 83.0 


3.74. 
3.73. 
3.71L 
3.69. 
3.68. 
3.661. 

3.661 

3.65. 
77.73.64. 
82.83.63. 
87.9 3.62. 
93.03.611. 
98.13.611. 


48.4 

72.6 


11.76 

20.75 
22.26 

23.76 
25.26 

126.76 
28 26' 

29 ! 76 103.2 3.60:. 

14.70' 58 .J 3 . 52 I. 
126.70: 92.83.571. 
28 . 2 O 1 97.9 3.571. 
29.70,103.0 3.56|, 
31.20108.13.56 

32.70413.2 3.55 

34.20118.3 3.55L 
35.70123.4:3.54 


17.64' 68.4 3.42 
32.64113.03.50.. 
35.64123.23.50L. 
38.64133.43.50.. 
41.64143.6,3.49 


24 


20.58 78.43.35123.5 121.3 117.2 


26 


107.5 

116.5 

125.5 

134.5 


28 


53.5 

89.5 

98.5 


30 


52. 

86 . 

95. 


32 


143.5 141.9 137 


70.6 

124.5 

133.5 

142.6 

151.6 


169.6 

178.6 


107.2 103. 
115.9:112. 
124.61120. 
133.2,129. 


51.0 

84.2 

92.3 
8 100.5 
2 108.6 
61 II 6.7 

0 124.8 
5 133.0 


34 


69.8 67. 
123.0 119. 
131.7|127. 
140.4 135. 
149.11144. 
160.61157.8:152. 
166.61161. 
175.3 169. 


49.5 

82.5 
89.3 
97.2 

105.0 

112.8 

120.7 

128.5 


6 65.4 63.2 
lill5.2illl.3 
5 123.3 119.1 
9:131.5:127.0 
4T39.6!134.8 
8147.7 142.6 


88.2 

160.2 

169.2 


85. 

156. 

165. 


178.2|174. 

187.2 182. 
196.2il91. 

205.2 200. 

214.2 208. 


105.8 

195.8 

213.8 


155.91150.5 
164.0 158.3 


101.4 

189.8 

207.1 


231.81224.4 
249.8 241.8 


35.58124.03.451213.5 
38.58133.2 3.45231.5 

41.58143.43.45249.5 

44.58153.63.45.267.5 

47.58163.83.45285.5 


212.5 

230.4 

248.3 


205.5 

222.8 

240.1 


266.212.57.4 

284.1,274.7 


82.8 

151.5 

159.9 
168.3! 

176.7 

185.1 

193.5 

201.8 

97.9 

183.4 

200.1 

216.9 

233.6 

113.0 

198.4 
215.1 
231.8 

248.6 
265.3 


80.0 

146.4 

154.5 

162.5 

170.6 

178.7 

186.8 

194.9 

94.4 

177.0 

193.1 

209.3 

225.4 

108.9 
191.3 

207.5 

223.6 

239.7 

255.8 


77.1 

141.2 
149.0 
156.8 

164.6 
172.4 

180.2 
188.0 

90.8 

170.6 
186.2 

201.7 

217.3 

104.7 

184.3 

199.8 

215.4 

230.9 

246.4 


Note. —Weights of column shafts include rivets. 










































































JONES & LAUGHLIN STEEL CO 


157 




SAFE LOADS IN TONS OF, 2000 POUNDS 
12^' Channel Column. Square Ends 

Allowable strain per square inch = 
12,000 pounds for lengths of 90 radii 

I or less. 17,100 — 57 - for lengths 
12 " over 90 radii. ^ 

' Safety factor = 4. 





rfr-f j- Section: 2-12" ' laced with 2" x 


5 " 


bars. Holes, Jf"; rivets, ^"diam¬ 
eter, or 2-12" ' and 2-14" plates. 


Section 


O' 

c/2 c/3 
V 

c ^ 

C3 C 
(1) ^ 
u 

< 


Pounds Plates 
2-12"- 203^ laced.12. 

2-12"- 20J4 2-14XA" 20. 
2-12"— 20^ 2-14X%" 122. 
2-12"- 2034 2-14X*" i24. 
2-12"- 201^ 2-14X34" 126. 
2-12"— 2034 2-14Xt®6-" 27. 
2-12"-2034 2-14X^" i29. 
2-12"-2034 2-14XH"'31. 
2-12"-2034 2-14X54" 33. 


C/3 

bJD j 

% u 
> <v 


2-12"- 25 
2-12"- 25 
2-12"- 25 
2-12"- 25 
2-12"- 25 
2-12"- 25 
2-12"- 25 
2-12"— 25 
2-12"— 25 
2-12"— 25 

2-12"- 30 
2-12"- 30 
2-12"- 30 
2-12"- 30 
2-12"- 30 
2-12"- 30 

2-12"— 35 
2-12"- 35 
2-12"— 35 
2-12"— 35 
2-12"- 35 

2-12"-- 40 
2-12"- 40 
2-12"— 40 
2-12"— 40 
2-12"- 40 
2-12"— 40 


06 49. 
81 72. 
56 78. 
31|,84. 
06| 90. 
8l| 96. 
56|102. 
311108. 
06114. 


laced. 

2-14X^" 
2-14X*" 
2-14X34" 
2-14XA" 

2-14X54" 132. 
2-14XH" 33. 
2-14XM" 35. 
2-14Xit" 37. 
2-14X34" 39. 


14, 

25. 

26, 
28. 
30. 


70 

2(^ 

95 

70 

45 


58 

87 

93 

99 

105 


C/3 


4.61 
4.39 
4.37 
4.35 
4.33 
4.32 
4.30 
4.28 
4.26 


Unsupported Column Lengths 
F eet 


30 


20111 
95117 
70123 
45129 
20135 


44.43. 
7,4.30. 

6,4.29i. 
64.28i. 
54.27. 
54.26193. 
44.2.5203. 
44.23214. 
3 4.22224. 
34.21235. 


laced. 17.64 68.4 4.28.. 

2-14X3^" 31.64109.64.22189.8 


2-14X1" 

laced. 

2-14X^" 

2-14X^" 

2-14X3^" 

2-14X1" 


20.58: 78.44.171123.5 
38.08!i13.54.16*228.5 
41.58143.44.15249.5 
45.08155.34.14270.5 

48.58167.2 4.13291.5 

23.52! 88.44.09141.1 
44.52153.44.10267.1 
48.021165.3 4.10 288.1 

51.52177.2 4.10309.1 


laced. 

2-UXH" 

2-14X3^" 

2-14X1" 
2-14X1H"55.02,189.14. 
2-14XlH"i58.52'201.04. 


32 

34 

36 

38 

40 


72.4 

70.9 

69.1 

67.3 

i24.9 

122.8 

119.6 

116.3 

113.1 

135.4 

132.7 

129.2 

125.7 

122.1 

145.9 

142.7 

138.9 

135.0 

131.2 

156.4 

152.6 

148.5 

144.4 

140.3 

J66.9 

162.6 

158.2 

153.7 

149.3 

177.4 

172.5 

167.8 

163.1 

158.4 

187.9 

182.5 

177.1 

172.5 

167.4 

198.4 

192.4 

187.1 

181.8 

176.5 

88.2 

87.1 

84.8 

82.6 

80.3 

151.2 

147.3 

143.3 

139.3 

135.3 

161.7 

157.3 

158.0 

148.7 

144.4 

172.2 

167.2 

162.6 

158.0 

153.4 

182.7 

177.2 

172.3 

167.4 

162.5 

192.6 

187.1 

181.9 

176.8 

171.5 

202.8 

197.0 

191.6 

186.1 

180.6 

'212.9 

207.0 

201.2 

195.5 

189.7 

223.1 

216.9 

210.9 

204.8 

198.7 

233.3 

226.9 

220.5 

214.2 

207.8 

105.8 

102.9 

100.1 

97.3 

94.4 

188.5 

183.3 

178.2 

173.1 

168.0 

209.0 

203.2 

197.5 

191.8 

186.1 

229.5 

223.2 

216.9 

210.5 

204.3 

249.9 

243.1 

236.2 

229.2 

222.4 

270.4 

263.0 

255.5 

247.9 

240.5 

121.9 

118.6 

115.2 

111.8 

108.5 

224.4 

218.4 

212.4 

206.4 

200.3 

245.2 

238.5 

231.8 

225.1 

218.4 

265.9 

258.5 

251.1 

243.8 

236.4 

286.6 

278.6 

270.5 

262.5 

254.4 

138.2 

134.2 

130.3 

126.4 

122.8 

261.8 

254.4 

247.0 

239.5 

232.1 

282.3 

274.3 

266.3 

258.3 

250.2 

302.8 

294.2 

285.6 

277.0 

268.4 

323.3 

314.1 

304.9 

295.7 

286.5 

343.7 

334.0 

324.2 

314.4 

304.6 


Note.— Weights of column shafts include rivets. 







































































158 


JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS 
15" Channel Column. 


OF 2000 POUNDS 
Square Ends 


Allowable strains per square inch = 
12,000 pounds for lengths of 90 radii 

or less. 17,100 — 57 - for lengths 
over 90 radii. ^ . 

Safety factor — 4. 

Section : 2-15"'—' laced with 2]4" x 
bars. Holes, ^1"; rivets, ^"diameter, 
or 2-15" ' and 2-16" plates. 


1 


1 

1. 

1 

// 

—OH- 

1 

■T 

1 





r 

I 


15 


r'' 




[< - ibH-' ->] 


Section 


2-15"' 
2-15"' 
2-15"' 
2-15"' 
2-15"' 
2-15"' 
2-15"' 
2-15"' 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 
2-15" 


C/3 +-» I 
^ • c/3 

1:^.2 V ' 

j ! 

43 U 


Unsupported Column Lengths 
Feet 


^ H- i 


35 


19. 

31. 

33. 

35. 

37. 

39. 

41. 


47. 

51. 


36. 

40. 

44. 

48. 

52. 


Pounds Plates 

- 33 laced. 

^ 33 2-16X^" 

33 2-16Xt^" 

-- 33 2-16XH" 

-- 33 2-16X-^5" 

- 33 2-16X^8" 

^ 33 2-16Xii" 

-'33 2-16XM" '43. 
-- 33 2-16Xii" 45. 
-- 33 2-16XK" 

^ 33 2-16X1" 

‘ 35 laced.20. 

^ 35 2-16X^" !32. 
u- 35 2-16X1^" 

^ 35 2-16X^" 

^ 35 2-16XM" 

-- 35 2-16Xj^" 

^ 35 2-16X1" 

" 40 laced.[23. 

^ 40 2-16XH" 139. 
^ 40 2-16X5-4" |47. 
-- 40 2-16X1" ,55. 

^ 40 2-16X l}4" 63. 
^ 40 2-16X1M"|71. 
1 .^ 45 laced. 

- 45 2-16X5^" 

-- 45 2-16XM" 

^ 45 2-16X1" 

-- 45 2-16X IH" 

^ 45 2-16X1H" 

' 50 laced. 

- 50 2-16XM" 

-- 50 2-16X1" 

-- 50 2-16X1J4" 

^ 50 2-16X13^" 

1—1 55 laced. 

^ 55 2-16X5^" 

-- 55 2-16X1" 

-^ 55 2-16XlJ4" 

- 55 2-16X1 


37 


39 


41 


26 

42, 

50 

58 

66 

74 

29 

53 

61 

69 

77 

32 

56 

64 

72 

80 


80 76.65.35.... 

80108.8 5.08. 190, 

80115.65.07. 202. 

80122.45.05. 214, 

80129.2 5.03. 226. 

80136.05.01. 238. 

80142.85.00. 250. 

80149.6 4.98. 262, 

80156.4 4.96. 274. 

80163.24.94 . 286. 

80176.84.91310.8 310, 

58 80.65.32. 

58112.85.07. 195. 

58126.45.04. 219. 

58140.05.00. 243. 

58153.64.97 . 267. 

58167.24.94 . 291. 

58180.84.90315.5 313. 

52 90.65.21. 

52136.44.98 . 237. 

52163.64.94 . 285. 

52190.84.90333.1 330. 

52 218.04.86381.1 377. 

52245.24.82429.1 423. 

48100.65.12. 158. 

48146.4 4.94. 2.54. 

48173.64.90302.5 300. 

48200.84.87350.5 347. 
48228.04.84398.5 393. 

48255.24.80446.5 440 

.42110.65.02. 176 

.42183.64.84320.5 317 

42210.84.82368.5 363.7 355.0 

.42238.04.80416.5 410.3'400.4 
. 42 265.24.78 464.5 457.0 445.9 
.36120.64.96i. 194.21189.6 

36193.6.4.82338.2 333.9|325.9 
.36220.84.80386.2 380.4 371.3 
.36248.04.78,434.2 426.9|416.6 
.36,275.2,4.761482.2 473.4 461.9 


118.8 117. 
188.4'184. 
8 199.8 195. 
8 211.2 206. 
8 222.6 217. 
8'233.9 228. 
8 245.3,239. 
8 256.71250. 

8 268.1i261. 

8 279.4 272. 
8 302.2 295. 
.I123.5T21. 
5 192.9 188. 
5 215.6 210. 
5 238.3 232. 
5,261.0,254. 

5 283.7|277. 
8 306.4 299. 
.141.1,137. 
1 232.0'226. 

1 277.4 270. 

6 322.8i315. 

2 368.21359. 

8 413.61403. 

9 157. 41 153. 
5 248.51242. 
8 293.8,286. 
4 339.2,330. 
9,384.51375. 
.5 429.8 419 
.5 173.4i169 

11309.51302 


43 


45 


346 

390 

434 

185 

318 

362 

406 

450 


41114.9 
1 179.8 
2T90.6 

3 201.4 

4 212.2 

5 223.0 

5 233.8 

6 244.6 
7,255.4 
8 266.2 
0,287.7 

7 119.1 
5T84.1 

6 205.6: 

7 227.1 

8 248.7 
0 270.2 
1,291.8 

81134.7 
6 221.2 
8:264.2 
0 307.3 299.5 
3 350.3 341.4 
5'393.3 383.2 
91150.3 146.8 

61236.8 230.9 
8 279.7:272.7 

9.322.7 314.4 
1 365.7,356.2 

.2 408.6 398.0 
.4 165.41161.4 
.0 294.4 286.8 
.2; 337.5'328.8 

51380.61370.7 


112.3 

175.6 
186.0 

196.5 
207.0 

217.5 
228.0 

238.5 
249.0 

259.5 

280.5 

116.4 

179.7 

200.6 
221.6 

242.5 

263.5 
284.4 

131.6 

215.8 

257.6 


423.71412.6 

180.6 176.2 
310.01302.0 


1,352.9 

2:395.9 

.41438.9 


343.8 

385.6 

427.4 


Note. —Weights of column shafts include rivets. 















































JONES & LAUGHLIN STEEL CO 


159 


SAFE LOADS IN TONS OF 2000 POUNDS 
Single Beam Columns. Square Ends 


Assumed strains per square inch 
Factor of safety=:4 


50000 


( 121 ) = 


X 


36000 r = 


Depth of Beam 
Inches 

Weight per Foot 
Pounds 

Least r 

Unsupported Length of Beam in Inches ‘ 

4 

# 

0 

8 

10 

12 

14 

k; 

18 

20 

22 

24 

100 

1.29 




148 

135 

124 

113 

102 

93 

84 

24 

80 

1.36 




117 

no 

102 

94 

86 

78 

71 

20 

100 

1.34 




151 

140 

129 

117 

108 

98 

89 

20 

80 

1.39 




123 

114 

105 

97 

89 

81 

74 

20 

65 

1.21 




94 

86 

78 

70 

63 

57 

• • 

18 

70 

1.09 



106 

96 

87 

78 

69 

62 



18 

55 

1.15 



83 

.77 

70 

63 

56 

50 

• • 


15 

100 

1.31 



160 

149 

138 

126 

115 

105 

95 

86 

15 

80 

1.32 



128 

120 

111 

102 

93 

85 

77 

70 

15 

60 

1.22 



94 

87 

80 

72 

65 

59 

53 


15 

42 

1.08 



64 

58 

53 

47 

42 

37 



12 

55 

1.04 


89 

81 

74 

66 

58 

52 

46 



12 

40 

1.08 


66 

60 

55 

50 

44 

40 

35 



12 

313^ 

1.01 


51 

47 

42 

37 

33 

29 

26 



10 

40 

0.90 


62 

56 

49 

43 

37 

32 




10 

25 

0.97 


40 

36 

32 

28 

25 

22 




9 

35 

0.84 


53 

47 

41 

35 

30 





9 

21 

0.90 

^ - 

34 

30 

26 

23 

20 





8 

253^ 

0.80 


38 

33 

28 

24 

21 





8 

18 

0.84 


27 

24 

21 

18 

15 





7 

20 

0.74 

33 

29 

25 

21 

18 






7 

15 

0.78 

25 

22 

20 

17 

14 






6 

17M 

0.68 

28 

24 

20 

17 

14 






6 

12M 

0.72 

20 

17 

15 

13 

11 






5 

14Mi 

0.63 

24 

20 

16 

12 







5 

m 

0.65 

15 

13 

11 

9 







4 

103 ^ 

0.57 

16 

13 

11 

9 







4 

73^ 

0.59 

12 

10 

8 

6 







3 

73^ 

0.52 

11 

9 

7 








3 

53^ 

0.53 

9 

7 

5 
















































































1(‘)0 


JONES & L A U G H L I N STEEL CO. 


SAFE LOADS IN TONS OF 2000 

For radius of gyration axis X-X using 
12,000 pounds per square inch for 
lengths of 90 radii or less. Over 90 radq 

17,100 — 57 — = pounds per square inch. 


POUNDS 




Size of 

Area of 

Weight per 

Radius of 

Size of Angles 

Column 

Foot of 

Gyration 

Inches 

Web Plates 

Square 

Column 

Axis X-X 


Inches 

Inches 

Pounds 

Inches 

3X23^XM 

6 XK 

6.78 

23.1 

1.24 

3X 23 ^X 1 ^ 

6Xt^ 

8.40 

28.6 

1.27 

3X23^X^ 

QXH 

9.97 

33.9 

1.30 

3X234x to 

6 X TO 

11.51 

39.1 

1.33 

3X23^X3^ 

6 X 3 ^ 

13.00 

44.2 

1.36 

3X23^XA 

OX ^ 

14.50 . 

49.3 

1.39 

3X2i^X^ 

6X^ 

15.95 

54.2 

1.43 

4X3 Xt^ 

8X 

10.86 

36.9 

1.67 

4X3 X% 

8X^ 

12.96 

44.1 

1.70 

4X3 X^ 

8X TO 

15.02 

51.07 

1.73 

4X3 X}4 

8XK 

17.00 

57.8 

1.76 

4X3 X^ 

8X ^ 

19.02 

64.7 

1.79 

4X3 X^ 

SXVs 

20.96 

71.3 

1.82 

4X3 Xii 

8X\i 

22.86 

77.7 

1.86 

4X3 XH 

sxH 

24.76 

84.2 

1.89 

4X3 XM 

8XM 

26.62 

90.5 

1.92 























JONES & LAUGHLIN STEEL CO. 161 


FOR PLATE AND ANGLE COLUMNS 
Square Ends 

Rivets, diameter. Holes, diameter. 

Short legs of angles riveted to web plates. 

Column weights do not include rivets. 


Length in Feet 


9 

10 

12 

14 

16 

18 

20 

22 

24 

40.4 

39.0 

37.6 

36.2 

34.8 

33.4 




50.1 

49.0 

46.5 

44.0 

41.6 

39.2 




59.6 

58.7 

55.3 

51.9 

48.4 

44.9 




69.0 

68.7 

64.2 

59.7 

55.1 

50.7 




78.0 

73.1 

67.5 

61.9 

56.4 





86.9 

81.9 

75.4 

68.7 

62.2 





95.9 

90 8 

83.2 

75.5 

67.9 




• « • • 


65.2 

61.7 

57.3 

52.9 

48.4 

44.0 

39.6 

• • • • 

.... 

77.5 

74.1 

69.1 

64.1 

58.9 

53.9 

48.9 


• • • • 

89.9 

86.6 

80.9 

75.2 

69.5 

63.8 

58.1 

• • • • 


102.0 

99.0 

92.7 

86.4 

80.0 

73.7 

67.7 


• • • • 

113.9 

111.5 

104.5 

97.5 

90.6 

83.6 

76.7 


* • • • 

125.5 

123.9 

116.3 

108.7 

101.1 

93.5 

86.0 



137.2 

136.3 

128.1 

119.9 

111.6 

103.5 

95.2 




148.6 

139.9 

131.0 

122.2 

113.4 

104.5 




159.7 

151.7 

1-42.2 

132.7 

123.3 

113.8 



















































162 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 


For radius of gyration axis X-X using 
12,000 pounds per square inch for 
lengths of 90 radii or less. Over 90 radii 

17,100 — 57 — = pounds per square inch. 



Size of Angles 
Inches 

Size of 
Web Plates 
Inches 

Area of 
Column 
Square 
Inches 

Weight per 
Foot of 
Column 
Pounds 

Radius of 
Gyration 
Axis X-X 
Inches 

5X3Xt^ 

lOX -fs 

12.77 

’ 43.4 

2.13 

5X3X^ 

lOXVs 

15.19 

51.6 

2.15 

5X3Xi^ 

lOX 

17.62 

59.9 

2.18 

5X3XK 

10x3^ 

20.00 

68.0 

2.21 

5X3X^ 

lox^ 

22.38 

76.1 

2.24 

5X3X^ 

lox^ 

24.69 

83.9 

2.27 

5X3Xii 

lOxH 

27.00 

91.8 

2.30 

5X3XM 

lOxH 

29.26 

99.5 

2.34 

5x3Xif 

lOXif 

31.48 

107.0 

2.37 

5X3X% 

lOxVs 

33.71 

114.6 

2.40 

6X4X^ 

12X^ 

18.94 

64.4 

2.51 

6X4Xt;^ 

12X* 

22.01 

74.8 

2.54 

6X4XK 

12X3^ 

25.00 

85.0 

2.57 

6X4Xt^ 

12X^ 

27.99 

95.2 

2.60 

6X4X^ 

12X5^ 

30.94 

105.2 

2.63 

6X4Xii 

12Xii 

33.89 

115.2 

2.66 

6X4XM 

12X^ 

36.76 

125.0 

2.69 

6X4Xi| 

12Xi| 

39.63 

134.7 

2.72 

6X4XJ^ 

i2x:^ 

42.46 

144.4 

2.75 

6X4Xif 

12Xif 

45.25 

153.9 

2.78 

6X4X1 

12X1 

48.00 

163.2 

2.81 




























JONES & LAUGHLIN STEEL CO. 163 


FOR PLATE AND ANGLE COLUMNS 
Square Ends 

Rivets, diameter. Holes, diameter. 

Short legs of angles riveted to web plates. 

Column weights do not include rivets. 


Length in Feet 


16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

76.3 

i 72.0 

67.9 

63.8 

59.8 

55.7 

5] .6 




91.1 

! 86.4 

81.7 

77.0 

72.3 

67.6 

62.9 




105.7 

!100.8 

95.5 

90.2 

84.9 

79.6 

74.3 




120.0 

|115.2 

109.3 

103.3 

97.4 

91.5 

85.6 




134.1 

129.2 

123.0 

116.5 

110.0 

103.4 

96.9 




148.1 

1143.9 

136.8 

129.7 

122.5 

115.4 

108.2 




162.0 

158.3 

150.6 

142.8 

135.1 

127.3 

119.5 




175.6 

172.7 

164.4 

156.0 

147.6 

139.3 

130.9 

. 



188.9 

187.1 

178.1 

169.2 

160.2 

151.2 

142.2 




202.0 

201.5 

191.9 

182.3 

172.7 

163.1 

153.5 





113.7 

108.2 

105.3 

102.3 

99.4 

96.5 

93.6 

90.7 

87.7 


131.8 

126.7 

122.9jll9.1 

115.3 

111.6 

107.8 

104.0 

100.2 


150.0 

145.2 

140.6435.9 

131.3 

126.6 

121.9 

117.3 

112.6 


167.9 

163.8 

158.21152.7 

147.2 

141.6 

136.1 

130.6 

125.0 


185.6 

182.3 

175.91169.5 

163.1 

156.7 

150.3 

143.9 

137.0 


203.3 

200.8 

193.5 

186.3 

179.0 

171.7 

164.4 

157.2 

149.9 



220.6 

211.2 

203.1 

194.9 

186.8 

178.6 

170.5 

162.3 



237.8 

228.9i 

219.8 

210.8 

201.8 

192.8 

183.8 

174.8 



2.^)4.8 

246.51226.6 

226.7 

216.8 

207.0 

197.1 

187.2 



271.51264.21253.4 

242.6! 

231.^ 

221.1 

210.4 

199.6 



288.0 

281.8 

270.2 

258.6 

246.9 

235.3 

223.7 

212.0 



































































164 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 


For radius of gyration axis X-X using 
12,000 pounds per square inch for 
lengths of 90 radii or less. Over 90 radii 

17,100—57- =pounds per square inch. 



Size of 

Size of 

Size of 

Area of 

Weight 

Radius of 

Angles 

Web Plates 

Cover Plates 

Column 

per Foot 

Gyration 

Inches 

Inches 

Inches 

Square 

of Column 

Axis X-X 





Inches 

Pounds 

Inches 

6X4X H 

12X 


14X K 

25.94 

88.2 

3.00 

6X4X 


12X 


14X1 

46.94 

159.6 

3.50 

6X4X 

1^ 

12X 

A 

14X H 

29.01 

98.6 

3.00 

6X4X 


12X 

16- 

14X1 

50.01 

170.0 

3.48 

6X4X 


12X 


14X H 

32.00 

108.8 

3.00 

6X4X 


12X 

K 

14X1 

53.00 

180.2 

3.46 

6X4X 


12X 

9 

16 

14X }4 

34.99 

119.0 

3.00 

6X4X 

A 

12X 

9 

16 

14X1 

55.99 

190.4 

3.44 

6X4X 


12X 


14X H 

37.94 

129.0 

3.00 

6X4X 


12X 


14X1 

58.94 

200.4 

3.42 

6X4X 


12X 

tJ 

14X ^ 

40.89 

139.0 

3.00 

6X4X 


12X 

11 

16 

14X1 

61.89 

210.4 

3.41 

6X4X 


12X 


14X H 

43.76 

148.8 

3.00 

6X4X 


12X 


14X1 

64.76 

220.2 

3.39 

6X4X 

% 

12X 

% 

14X K 

49.46 

168.2 

3.00 

6X4X 

Vs 

12X 


14X1 

70.46 

239.6 

3.35 

6X4X1 


12X 

1 

14X K 

55.00 

187.0 

3.00 

6X4X1 


12X1 

14X1 

76.00 

258.4 

3.31 

Additional 

for .. 


2-14X * 

1.75 

5 95 








































JONES & LAUGHLIN STEEL CO. 165 


FOR PLATE AND ANGLE COLUMNS 
Square Ends 

Rivets, diameter. Holes, diameter. 

Short legs of angles riveted to web plates. 

Column weights do not include rivets. 


Length in Feet 


22 

24 

20 

28 

.30 

3‘2 

155.6 

150.8 

144.9 

139.0 

133.1 

127.2 

281.6 

281.6 

281.6 

272.9 

263.7 

254.6 

173.8 

167.6 

161.1 

154.5 

147.9 

136.1 

300.0 

300.0 

299.8 

288.7 

278.8 

269.0 

192.0 

184.5 

177.2 

170.0 

162.8 

150.9 

318.0 

318.0 

318.0 

304.4 

293.9 

283.5 

209.9 

201.3 

193.4 

185.5 

177.6 

165.8 

335.9 

335.9 

335.9 

320.2 

309.0 

297.9 

227.6 

218.1 

209.6 

201.0 

192.5 

180.7 

353.6 

353.6 

353.6 

335.9 

324.1 

312.3 

245.3 

234.9 

225.7 

216.6 

207.4 

195.5 

371.3 

371.3 

364.1 

351.7 

339.2 

326.7 

262.6 

251.7 

241.9 

232.1 

222.2 

210.4 

388.6 

388.6 

380.5 

367.4 

354.2 

341.2 

296.8 

285.4 

274.2 

263.1 

251.9 

240.1 

422.8 

422.8 

413.4 

398.9 

384.5 

370.0 

330.0 

319.0 

306.6 

294.1 

281.7 

269.2 

456.0 

456.0 

446.2 

430.4 

414.6 

398.8 

10.5 

10.5 

11.5 

11.3 

11.0 

10.7 


.34 


121 . 

245, 

134. 

259. 

148. 

273. 

161. 

286, 

175. 

300. 

189, 

314, 

202 , 

328, 

229, 

355. 

256. 

383, 


36 


115, 
236, 
128, 
249, 
141. 
0|262, 
9154, 
81275. 
5{166. 
5288, 
01179, 
3301 
192, 
314, 
7218 
5341 
8244, 
1367, 


38 


3109 

31227 

21121 , 

4239 

1133 

5252 

0ll46, 

6264, 

9158, 


40 


.7276 

.8170 

.8289 

.7182 

.9i301 

,5207 

,ll326 

.3231 

.3351 


10.4 10.2 


4103.5 

2218.0 

7115.1 

6229.8 

9|126.7 

0241.6 

138.3 

253.4 

149.9 

265.1 

161.5 

276.9 

173.1 

288.7 

196.3 

312.2 

219.4 

335.7 


9.9 


9.6 









































166 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 


For radius of gyration axis X-X using 
12,000 pounds per square inch for 
lengths of 90 radii or less. Over 90 radii 

17,100—57- = pounds per square inch. 



Size of 
Angles 
Inches 

Size of 
Web Plates 
Inches 

• 

Size of 
Cover Plates 
Inches 

Area of 
Column 
Square 
Inches 

W eight 
per Foot 
of Column 
Pounds 

Radius of 
Gyration 
AxisX-X 
Inches 

6X6X^ 

14X^ 

14X ^ 

31.44 

106.9 

2.89 

6X6X3^ 

14X34 

14X34 

43.69 

148.5 

3.25 

6X 6X ^ 

14Xt^ 

14Xi^ 

35.12 

119.4 

2.85 

6X6Xt^ 

14Xi^ 

14X34 

47.37 

161.1 

3.20 

6X6X3^ 

14X34 

14Xt^ 

38.75 

131.8 

2.82 

6X6X34 

14X34 

14XM 

51.00 

173.4 

3.16 

6X6Xt^ 

14X^ 

14X^ 

42.39 

144.1 

2.80 

6X6Xt^ 

14XA 

14X34 

54.64 

185.8 

3.12 

6X6X^ 

14X34 

14XA 

45.94 

156.2 

2.79 

6X6X^ 

14X5^ 

14X34 

58.19 

197.8 

3.10 

6X6Xii 

14XH 

14X^ 

49.50 

168.3 

2.79 

6X6Xi| 

14Xii 

14X34 

61.75 

209.9 

3.08 

6X6XM 

14X34 

14X1^ 

53.01 

180.2 

2.79 

6X6XM 

14X34 

14X34 

65.26 

221.9 

3.06 

6X6Xif 

14Xi! 

14XA 

56.49 

192.1 

2.79 

6X6Xi| 

14XH 

14X34 

68.74 

233.0 

3.05 

6X6X% 

i4x:^ 

14XA 

59.96 

203.9 

2.80 

6X6X34 

14X34 

14X34 

72.21 

245.5 

3.04 

Addition a 

for. 

2-14X ^ 

1.75 

5.95 






























JONES & LAUGHLIN STEEL CO. 167 


FOR PLATE AND ANGLE COLUMNS 
Square Ends 

Rivets, diameter. 

Holes, diameter. 

Column weights do not include rivets. 


Length in Feet 


20 

22 

24 

188.6 

187.0 

179.6 

262.1 

262.1 

262.1 

210.7 

207.4 

198.9 

284.2 

'284.2 

284.2 

232.5 

'227.9 

218.5 

306.0 

306.0 

303.6 

254.0 

248.5 

238.2 

327.8 

327.6 

323.4 

275.6 

269.0 

257.8 

349.1 

349.1 

343.4 

297.0 

289.5 

277.4 

370.5 

370.5 

363.1 

318.0 

310.0 

297.0 

391.5 

391.5 

383.3 

338.9 

330.6 

316.8 

412.4 

412.4 

402.6 

359.7 

351.5 

336.8 

433.2 

433.2 

422.6 

10.5 

10.5 

12.0 


26 


28 


30 


32 


172.2 164.7 157.3149 
254.0:244.8 235.61222 
190.51182.0 173.6465 

273.3 263.2 253.11243 
209.1499.8 190.4481 

292.5 281.5 270.41259 
227.9 217.6 207.3!! 97 

311.5 299.5 287.6275 
246.5i235.3i224.0!212 

304.9292 


36 ! 38 


40 


330.6:317.7 
265.31253.2 

349.41335.7 
284.0:271.0 
368.6i354.0 339.3 
302.9289.1 

387.21371.8 
322.2|307.5 
406.4(390.2 


241.1229 
322.0308 
258.0245 
324 
261, 
341, 


.8442.4434.9427 
4i217.2(208.0498 
ri56.7ll48.2439 
.0(232.9222.8212 
.0171.6462.24.52 
.4|248.3237.3f226 
0486.6476.3466 
61263.7 251.7 239 
8,201.5!l90.3il79 
0|279.2|266.3253 
0216.81204.7:192 


4120.0 

.8il89.6 

.8!131.3 

7202.6 

9143.5 


215.2 

155.7 

227.8 
0167.7 
5240.6 


11.8 


11.6 


275.3 

356.4 
292.8278. 
374.1 357 


11.4 


11.2 


294.6280.8,267 
232.0i219.0(206 
310.0j295.4280 
247.6233.8219 
310.2294 
248.8234 


325.6 
263.5 

341.7 


11.0 


325.5 

10.8 


309. 


10.6 


180.5 

253.4 
193.0 
266.1 
206.1 

279.4 

219.5 
293.2 

10.4 



















































1G8 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS 'iN TONS OF 2000 POUNDS , 


For radius of gyration axis X-X using 
12,000 pounds per square inch for 
lengths of 90 radii or less. Over 90 radii 

17,100—57— = pounds per square inch. 



Size of Angles 
Inches 

Size of 
Web Plates 
Inches 

Size of 
Cover 
Plates 
Inches 

Area of 
Column 
Square 
Inches 

W eight 
per Foot 
of Column 
Pounds 

Radius 

of 

Gyration 
Axis X-X 
Inches 

6X6X f/g 

14X % 


22.69 

77.15 

2.29 

6X6X 

14X ^ 


26.37 

89.66 

2.32 

6X6X H 

14X 3^ 


30.00 

102.00 

2.35 

6X6X ^ 

14X * 


33.64 

114.38 

2.38 

6X6X H 

14X Vs 


37.19 

126.45 

2.41 

6X6X H 

14X -H 


40.75 

138.55 

2.44 

6X6X M 

14X V 


44.26 

150.48 

2.47 

6X6X if 

14X if 


47.74 

162.32 

2.50 

6X6X Vs 

14X Vs 


51.21 

174.11 

2.53 

6X6X if 

14X if 


54.65 

185.81 

2.56 

6X6X1 

14X1 


58.00 

197.20 

2.59 

6X6X1 

14X1 

14X M 

65.00 

221.00 

2.78 

6X6X1 

14X1 

14X ^ 

68.50 

232.90 

2.86 

6X6X1 

14X1 

14X 

72.00 

244.80 

2.93 

6X6X1 

14X1 

14X 

75.50 

256.70 

2.99 

6X6X1 

14X1 

14X M 

79.00 

268.60 

3.04 

6X6X1 

14X1 

14X % 

82..50 

280.50 

3.09 

6X6X1 

14X1 

14X1 

86.00 

292.40 

3.14 

1 













































JONES & LAUGHLIN STEEL CO. 169 


FOR PLATE AND ANGLE COLUMNS 
Square Ends 

Rivets, diameter. 

Holes, ^1" diameter. 

Column weights do not include rivets. 


Length in Feet 


16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

3G 

38 

40 

136 

133 

126 

119 

i 

113 

106 

99 

92 

86 

79 




158 

156 

148 

140 

133 

125 

118 

111 

103 

94 




180 

178 

170 

161 

153 

145 

137 

129 

119 

108 




202 

201 

191 

182 

173 

165 

156 

148 

135 

123 




223 

223 

213 

202 

193 

184 

175 

166 

152 

138 




245 

245 

235 

223 

213 

204 

194 

184 

168 

153 




266 

266 

256 

244 

233 

223 

213 

203 

185 

167 




286 

286 

278 

264 

254 

243 

232 

221 

202 

182 




307 

307 

300 

285 

274 

262 

251 

240 

218 

197 




328 

328 

321 

306 

294 

283 

270 

258 

235 

212 




348 

348 

343 

327 

314 

301 

289 

276 

251 

226 




390 

390 

390 

380 

364 

348 

332 

316 

300 

284 

268 

252 

236 

411 

411 

411 

405 

388 

372 

355 

339 

323 

306 

290 

273 

257 

432 

432 

432 

429 

413 

397 

379] 

362 

345 

328 

311 

295 

278 

453 

453 

453 

453 

437 

420 

402' 

385 

368 

350 

333 

316 

299 

474 

474 

474 

474' 

461 

444 

4261308 

390 

373 

355 

337 

320 

495 

495 

495 

495! 

486 

467 

449 431 

413 

395 

377 

359 

340 

516 

516 

516 

516 

510 

491 

473! 

454 

436 

417 

399 

380 

361 





















































170 


JONES & LAUGHLIN STEEL CO 


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JONES & LAUGHLIN STEEL CO. 171 


SAFE LOADS IN TONS OF 2000 POUNDS 
Hollow Cylindrical Cast-Iron Columns 


Outside Diameter 
Inches 

Thickness of 
Metal 

Length of Columns in Feet 

Sectional Area 

Inches 

Weight per Foot 

OF Length of 

Columns, Pounds 

8 

10 

12 

14 

IG 

18 

20 

22 

24 

6 


26.2 

23.0 

20.1 

17.5 

15.2 

13.2 

11.5 



8 6 

26 95 

6 

% 

37.5 

33.0 

28.8 

25.0 

21.7 

18.9 

16.5 



12 4 

38 59 

6 

14 

42.7 

37.6 

32.8 

28.5 

24.7 

21.5 

18.8 



14.1 

43.96 

6 

1 

47.6 

41.9 

36.5 

31.8 

27.6 

24.0 

21.0 



15.7 

49.01 

6 

IH 

52.2 

46.0 

40.1 

34.8 

30.2 

26.3 

23.0 



17 2 

53.76 

7 


47.7 

43.1 

38.5 

34.3 

30.4 

26.9 

23.9 

21.2 

18.9 14.7 

45.96 

7 

1 

61.1 

55.2 

49.3 

43.8 

38.9 

34.4 

30.6 

27.1 

24.2 18.9 

58.90 

7 


67.2 

60.8 

54.3 

48.3 

42.8 

37.9 

33.7 

29.9 

26.7 20.8 

64.77 

8 

H 

57.9 

53.3 

48.6 

44.1 

39.7 

35.8 

32.2 

28.9 

26.1 17.1 

53.29 

8 

1 

74.6 

68.7 

62.5 

56.7 

51.1 

46.0 

41.4 

37.3 

33.6:22.0 

68.64 

8 

m 

89.9 

82.8 

75.5 

68.4 

61.7 

55.5 

49.9 

44.9 

40.5 26.5 

82.71 

9 

H 

68.1 

63.6 

58.9 

54.2 

49.6 

45.2 

41.2 

37.5 

34.1il9.4 

60.65 

9 

1 

88.0 

82.3 

76.2 

70.0 

64.1 

58.4 

53.2 

48.4 

44.1 25.1 

78.40 

9 

IH 

106.6 

99.6 

92.2 

84.8 

77.6 

70.8 

64.4 

58.7 

53.4 30.4 

94.94 

9 


123.8 

115.7 

107.1 

98.5 

90.1 

82.2 

74.8 

68.1 

62.0 35.3 

110.26 

9 

IM 

139.6 

130.5 

120.8 

111.1 

101.6 

92.7 

84.4 

76.8 

69.9 39.9 

124.36 

10 

1 

101.4 

95.9 

89.8 

83.6 

77.4 

71.5 

65.8 

60.5 

55.5 28.3 

88.23 

10 

IH 

123.3 

116.5 

109.1 

101.6 

94.1 

86.8 

79.9 

73 4 

67.5 34.4 

107.23 

10 

IV?. 

143.7 

135.8 

127.3 

118.5 109.7S101.2 

93.2 

85.6 

78.7 40.1 

124.99 

10 

IH 

162.7 

153.8 

144.1 

134.1 

124.2 

114.6 

105.5 

9 ^ 0 

89.1 45.4 

141.65 

11 

1 

114.8 

109.4 

103.5 

97.3 

91.0 

84.8 

80.2 

73. 

67.7 31.4 

98.03 

11 

IM 

139.9 

133.3 

126.1 

118.6 110.91103 3 

97.8 

89 4 

82.5 38.3 

119.46 

11 


163.5 

155.9 

147.5 

138.6!128. 7 ! 12 c.8 

114.3 

104.1 

96.4144.8 

139.68 

11 

IM 

185.7 

177.1 

167.5 157.5 147.3 137.2 

129.8 

118.3 

109.5 50.9 

158.68 

11 

2 

206.6 

196.9 

186.31175.1 

163.81152.6 

144.4 

131.5 

121.8!56.6 

176.44 

12 

1 

128.0 

122.9 

117.2111.0 104.7 

98.4 

92.2 

86.1 

80.4 34.6 

107.51 

12 


156.4 

150.1 

143.1 

135.7 127.9 

120.2 

112.6 

105.2 

98.2 42.2 

131.41 

12 


183.3 

175.9 

167. 7 :159.01149.9 

140.9 

132.0 

123.3 

115.L49.5 

154.10 

12 

IM 

208.7 

200.4 

191.0 181.1 

170.7 

160.4 

150.3 

140.5 

131.1 56.4 

175.53 

12 

2 

232.7 

223.4 

213.01201.91190.4 

178.9 

167.6 

156.6 

146.1162.8 

195.75 

13 

1 

141.2 

136.3 

130.7fl24.7|ll8.5 

112.1 

105.8 

99.5 

93.5 37.7 

117.53 

13 

IM 

172.8 

166.8 

160.0152.7 145.0 

137.2 

129.4 

121.8 

114.4:46.1 

143.86 

13 

IV 

203.0 

195.9 

187,91179.3 170.3 

161.1 

152.0 

143.1 

134.3 54.2 

168.98 

13 

IM 

231.6 

223.6 

214.5 204.71194.4 

183.9 

173.5 

163.3 

153.3 61.9 

192.88 

13 

2 

258.9 

249.9 

239.7 228.71217.3 

205.5 

193.9 

182.5 

171.3 69.1 

215.56 

14 

1 

154.3 

149.6 

144.3 138.5 132.3 

125.9 

119.5 

113.1 

100.8 40.8 

127.60 

14 

IM 

189.2 

183.4 

176.9 169.7i 162.2 

154.4 

146.5 

138.6 

131.0:50.1 

156 31 

14 

W? 

222.6 

215.8 

208.1 

199.7T90.8 181.7 

172.3 

163.1 

154.1158.9 

183 67 

14 

M 

254.4 

246.7 

237.9 228.3 218.1 207.6 

197.0 

186.5 

176.2 67.4 

210.00 

14 

2 

284.8 

276.2 

266.41255.6'244.2 232.4 

220.6 

208.8 

197.2 75.4 

235 12 

15 

1 

167.4 

162.9 

157.8T52.1 

146.01139.7 

133.3 

126.8 

120.4 44.0 

137 28 

15 

IM 

205.5 

200.0 

193.7 186.7 179.3il71.5 

163.6 

155.7 

147.9; 54.0 

168.48 

15 


242.1 

235.7 

228.21220.0 211.2 202.1 

192.8 

183.5 

174.2163.6 

198 74 

15 

1% 

277.2 

269.8 

261.3 251.9 241.9 231.4 

220.7 

210.1 

199.572.9 

227 45 

15 

2 

310.8 

302.5 

293.0 

282.5'27L2 

259.5 

247.5 

235.5 

223.6 81.7 

254 90 









































































172 JONES & LAUGHLIN STEEL CO. 


SAFE LOADS IN TONS OF 2000 POUNDS 

For Equal Leg Angle Struts 

Assumed strain per square inch=12,500 pounds. Reduced 

by Gordon’s formulas. 


Size of 
Angles in 
Inches 




Length 

in Feet 



6 

8 

10 

12 

14 

16 

# 

18 

20 

22 

24 

8X8X1H... 

98.93 

94.41 

89.89 

84.54 

79.01 

74.33 

67.96 

63.28 

57.75 

53.06 

8X8X H... 

45.80 

44.02 

41.85 

39.37 

37.05 

34.64 

32.16 

29.60 

27.51 

25.34 

6X6X1 ... 

62.15 

58.08 

53.02 

48.95 

43.56 

38.94 

34.76 

31.46 

28.08 


6X6X Vs... 

24.41 

23.10 

21.36 

19.18 

17.44 

15.69 

13.95 

12.64 

11.33 


5X5X1 ... 

48.60 

44.10 

41.40 

34.20 

29.70 

26.10 

23.40 




5X5X H... 

19.49 

17.69 

15.88 

14.08 

12.64 

11.04 

9.75 




4X4X 14... 

31.20 

27.45 

23.09 

19.34 

16.85 






4X4X A... 

12.05 

10.60 

9.16 

7.71 

6.75 






siixzy^xVs 

25.90 

20.90 

17.69 

14.47 







sHxsyx^ 

10.03 

8.36 

7.10 

5.85 







3X3XH.... 

15.73 

12.81 

10.24 








3X3X14.... 

6.33 

5.18 

4.03 








2HX2}4X^ 

9..50 

7.25 






- 



2J^X214XA 

3.55 

2.73 









2X2X1^.... 

5.41 










2X2XA.... 

2.30 











i 







































JONES & LAUGHLIN STEEL CO 


173 


ULTIMATE STRENGTH OF STEEL 

For different proportions of length in feet=l. 

To least radius of ^ration in inches=r. 

Ultimate strength in pounds per square inch = 


STRUTS 


Column 
Square Bearing 
500(X1 


Column 
Pin and Square Bearing 
5(KM)0 


Column 
Pin Bearing 
5(X)00 


(12 1)= 

1 - 

3G0(H)r3 

To obtain safe 
resistance 


1 + 


(12 1 )^ 


14 - 


(12 1)2 


3.0 

3.2 

3.4 

3.6 

3.8 

4.0 

4.2 
4 4 

4.6 

4.8 

5.0 

5.2 

5.4 

5.6 

5.8 

6.0 

6.2 

6.4 

6.6 

6.8 

7.0 

7.2 


7 
7 
7 
8 , 

8 , 

8.4 
8.6 
8.8 

9.0 

9.2 

9.4 
9.6 
9.8 

10.0 

10.2 

10.4 
10.6 
10.8 

11.0 

11.2 

11.4 


24000r2 18000r2 

I For quiescent loads, as in buildings, divide 
I For moving loads, as in bridges, divide by 5. 


by 4. 


Ultimate Strength per 
Square Inch, Pounds 

1 

r 

Ultimate Strength per 
Square Inch, Pounds 

Square 

Pin and 
Square 

Pin 

Square 

1 Pin and 

1 Square 

Pin 

48262 

1 47437 

46637 

11.6 

32500 

27662 

^ 24087 

48037 

47100 

46212 

11.8 

32112 

27250 

23662 

47787 

46750 

45762 

12.0 

31725 

26825 

23237 

47537 

46387 

45300 

12.2 

31337 

26412 

22825 

47275 

46012 

44825 

12.4 

30962 

26012 

22425 

46987 

45625 

44325 

12.6 

30587 

25612 

22025 

46700 

45212 

43812 

12.8 

30212 

25225 

21637 

46400 

44800 

43300 

13.0 

29837 

24825 

21250 

46087 

44375 

42762 

13.2 

29462 

24450 

20887 

45775 

43925 

42212 

j 13.5 

28925 

23887 

20350 

45450 

43475 

41662 

i 13.8 

28375 

23337 

19812 

45112 

43025 

41112 

14.0 

28025 

22975 

19475 

44775 

42562 

40550 . 

! 14.2 

27687 

22625 

19137 

44425 

42087 

39975 

i 14.5 

27175 

22112 

18650 

44075 

41600 

39400 

14.8 

26650 

21612 

18162 

43706 

41112 

38825 

1 15.0 

26312 

21275 

17862 

43337 

40625 

38237 . 

' 15.2 

25987 

20950 

17550 

42962 

40137 

37662 I 

i 15.5 

25362 

20487 

17112 

42575 

39637 

37087 I 

15.8 

25025 

20012 

16687 

42187 

39137 

36500 I 

16.0 

24700 

19712 

16400 

41800 

38637 

35925 

1 16.2 

24.387 

19425 

16137 

41412 

38137 

35337 

16.5 

23937 

18987 

15737 

41012 

37637 

34775 

16.8 

23487 

18562 

15350 

40612 

37137 

34200 

17.0 

23187 

18287 

15100 

40212 

36637 

33637 

17.2 

22900 

18012 

14850 

39812 

36125 

33075 

17.5 

22475 

17625 

14487 

39400 

35625 

32512 

17.8 

22050 

17237 

14150 

38987 

35125 

31962 

18.0 

21775 

16987 

13925 

38587 

34625 

31412 

18.2 

21500 

16737 

13700. 

38175 

34137 

30875 

18.5 

21100 

16375 

13375 

37762 

33650 

30337 

18.8 

20712 

16025 

13062 

37^50 

33162 

29812 

19.0 

2040:i 

15787 

12862 

36937 

32675 

29287 

19.2 

20212 

15562 

12662 

36537 

32200 

28785 

19.5 

19837 

1.5237 

12362 

36125 

31712 

28275 

19.8 

19462 

14912 

12087 

35712 

31250 

27775 

20.0 

19225 

14700 

11900 

35312 

30787 

27287 

20.2 

19000 

14500 

11725 

34900 

30325 

26800 

20.5 

186.50 

14200 

11462 

34500 

29862 

26325 

20.8 

18312 

13900 

11212 

- 34087 

29412 

25862 

21.0 

18140 

13710 

11040 

33687 

28962 

25412 

21.2 

17870 

13520 

10880 

33300 

28525 

24950 

21.5 

17.550 

13250 

10640 

32900 

28087 

24512 

21.8 

17240 

12980 

10410 



































































174 JONES & LAUGHLIN STEEL CO. 


RADII OF GYRATION 

For Two Equal Legged Angles, Placed Back to Back 



Size 

Thickness 

W eight 
per Foot of 
Single 
Angle 
Pounds 

Radii of Gyration 

Inches 

Inches 

To 

> 

Tl 

To 

rs 

8 X8 

3^ 

13^ 

26.4 

56.9 

2.50 

2.42 

3.32 

3.42 

3.49 

3.60 

3.58 

3.69 

6 X6 

1 

14.9 

37.4 

1.88 

1.80 

2.49 

2.59 

2.67 

2:77 

2.76 

2.87 

5 X5 

1 

12.3 ■ 
30.6 

1.56 

1.48 

2.09 

2.19 

2.26 

2.38 

2.35 

2.48 

4 X4 

if 

6.6 

19.9 

1.25 

1.18 

1.65 

1.75 

1.84 

1.94 

1.93 

2.04 


M 

if 

7.2 

17.1 

1.09 

1.02 

1.46 

1.55 

1.64 

1.74 

1.73 

1.85 

CO 

X 

CO 

M 

4.9 

11.5 

0.93 

0.88 

1.25 

1.32 

1.43 

1.51 

1.53 

1.62 

2^X2% 

y2 

4.5 

8.5 

0.84 

0.80 

1.15 

1.18 

1.34 

1.38 

1.44 

1.48 

23^X2K 

y 

3.1 

7.7 

0.78 

0.74 

1.04 

1.10 

1.22 

1.29 

1.32 

1.40 

2MX2M 

A 

y2 

2.7 

6.8 

0.70 

0.65 

0.94 

0.98 

1.12 

1.18 

1.23 

1.29 

2 X2 

y2 

2.5 

6.0 

0.62 

0.58 

0.84 

0.89 

1.03 

1.09 

1.13 

1.20 



















































JONES & LAUGHLIN STEEL CO. 175 


RADII OF GYRATION 

For Two Unequal Legged Angles, Placed with Longer 

Legs Back to Back 




Size 

Inches 

Thickness 

Inches 

W eight 
per Foot of 
Single 
Angle 
Pounds 

To 

CL 

o 

Gyration 

r2 

r3 

n 



12.3 

1.93 

1.50 

1.67 

1 

.76 

o 

X4 

1 

30.6 

1.85 

1.60 

1.79 

1 

.89 

n 

xsy2 


11.7 

1.94 

1.26 

1.43 

1 

.53 

o 

1 

28.9 

1.85 

1.37 

1.56 

1 

.67 

r 



11.0 

1.59 

1.58 

1.75 

1 

.85 

o 

X4 

Vs 

24.2 

1.52 

1.66 

1.85 

1 

.95 


X3^ 

1 6 

8.7 

1.61 

1.33 

1.50 

1 

.59 

5 

Vs 

22.7 

1.53 

1.42 

1.61 

1 

.71 


X3 


8.2 

1.61 

1.09 

1.26 

1 

.35 

5 

J4 

21.3 

1.54 

1.20 

1.39 

1 

.49 


X33^ 


7.7 

1.26 

1.42 

1.60 

1 

.69 

4 


18.5 

1.19 

1.50 

1.69 

1 

.79 


X3 


7.2 

1.27 

1.17 

1.35 

1 

.44 

4 

11 

16 

17.1 

1.21 

1.25 

1.45 

1 

.55 



M 

5.3 

1.11 

1.20 

1.38 

1 

.47 


11 

16 

13.6 

1.02 

1.28 

1.48 

1 

.58 



V 

4.9 

1.12 

0.96 

1.13 

1 

.23 


/ 4 ; 

11 

16 

12.5 

1.06 

1.03 

1.23 

1 

.33 


X23^ 

}4 

4.5 

0.95 

1.00 

1.18 

1 

.28 

3 


10.5 

0.90 

1.06 

1.26 

1 

.36 



V 

4.3 

1.04 

0.74 

0.92 

1 

.02 


9 

T¥ 

9.0 

1.00 

0.79 

0.99 

1 

.10 


X2 


3.1 

0.97 

0.75 

0.93 

1 

.03 

3 

3^ 

7.7 

0.92 

0.80 

1.00 

1 

.10 




2.8 

0.79 

0.79 

0.97 

1 

.07 


V2 

6.8 

0.75 

0.84 

1.04 

1 

.15 
























































>.176 JONES & LAUGHLIN STEEL CO. • 


RADII OF GYRATION 

For Two Unequal Legged Angles, Placed with Shorter 

Legs Back to Back 



Size 

Inches 

Thickness 

Inches 

W eight 
per Foot of 
Single 
Angle 
Pounds 

6 

X4 

1 

12.3 

30.6 

6 

X3>^ 

1 

11.7 

28.9 

5 

X4 . 

Vs 

11.0 

24.2 

5 

X33^ 

-h 

Vs 

8.7 

22.7 

5 

X3 

Vs 

8.2 

21.3 

4 

X33X 

if 

7.7 

18.5 

4 

X3 

if 

7.2 

17.1 

33^X3 

if 

5.3 

13.6 

3^X21^ 

if 

4.9 

12.5 

3 

X21X 


4.5 

10.5 

3MX2 

K 

4.3 

9.0 

3 

X2 


3.1 

7.7 

23 ^X 2 

-h 

y2 

2.8 

6.8 


Radii of Gyration 

To 

ri 

r2 

fa 

1.17 

1.09 

2.74 

2.85 

2.92 

3.04 

3.01 

3.14 

0.99 

0.92 

2.81 

2.93 

3.00 

3.13 

3.10 

3.23 

1.20 

1.14 

2.20 
2.29 . 

2.38 

2.48 

2.48 

2.58 

, 1.03 
0.96 

2.26 

2.36 

2.44 

2.55 

2.54 

2.65 

I 0.85 
j 0.79 

2.33 

2.43 

2.51 

2.64 

2.61 

2.74 

1.07 

1.01 

1.73 

1.81 

1.91 

2.01 

2.00 

2.11 

0.89 

0.83 

1.79 

1.88 

1.97 

2.08 

2.07 

2.18 

0.91 

0.86 

1.51 

1.59 

1.70 

1.78 

1.79 

1.88 

0.74 

0.67 

1.58 

1.66 

1.76 

1.86 

1.86 

1.96 

0.75 

0.72 

1.31 

1.38 

1.50 

1.57 

1.59 

1.67 

0.57 

0.53 

1.51 

1.57 

1.70 

1.77 

1.80 

1.88 

0.59 

0.55 

1.37 

1.42 

1.55 

1.62 

1.65 

1.73 

0.60 

0.56 

1.10 

1.16 

1.28 

1.35 

1.39 

1.46 
















































JONES & LAUGHLIN STEEL CO. 177 


CAST WASHERS 



Diameter of bolt = d 

A = 4d 4" X -inch C = d + 

B = 2d -j- j^-inch D = d 
For sizes not given below. 




Standard Cast Washer 


Diameter of 

A 

B 

1 

1 

p 

D 

Weight in 

Bolt=d-inch 



Pounds 

Yi 

2^ 




V2 


3 


H 

H 



3M 


M. 

16 

Vs 

IM 

% 

3M 

23^ 

it 

Vs 

134 

1 

4 

2M 


134 

2i^ 


4M 

2M 


134 

3 


6 

3 


Ws 



6M 

3M 

m 

134 

6 

IM 

7K 

3M 

IVs 

1^ 


2 

8M 

41^ 

23^ 

2 

17M 

2M 

9M 

4M 

2^ 

2M 

20 


lOM 

5M 

2^ 

234 

27M 

2M 

iw 

5M 

23^ 

2% 

36 

3 

12M 

6M 

3K 

3 

46 







































178 JONES & LAUGHLIN STEEI^ CO. 


WOODEN BEAMS 


Table of safe quiescent loads in pounds for horizontal rectangular beams 
of white pine or spruce one inch broad, supported at both ends, the load 
being equally distributed over the span. 


H 

Z S 


C/2 


6 

7 

00 

9 


Depth of Beam in Inches 


10 


11 


12 I 13 14 I 15 


16 


5 

800 

1090i 

1420 

1800,22201 

269013200 

3750 4350' 

5000 

5690 

6 

670 

910s 

1180 

150011850, 

2240 

2670 

3130 3630 

4170 

4740 

7 

570 

780' 

1010 

1290; 15901 

1920 

22801 

26803110, 

3570 

4060 

8 

500 

6801 

8901 

1120,1390 

1680 

2000' 

235012720 

3130 

3560 

9 

440 

600 

790; 

1000,1210 

1490 

1780 

2090 2420 

2780 

3160 

10 

400 

540 

710 

oooliiio 

1340 

1600 

18802180i 

2500 

2840 

11 

360 

490 

650 

820110101220 

1450 

171011980 

2270 

2590 

12 

330 

450 

590 

7501 

93011120 1330 

1560 1810 ‘ 

2080 

2370 

13 

310 

420 

550 

6901 

850 

1030 

1230 

1440116801 

1920 

2190 

14 

290 

390 

510 

640 

790 

960 

1140 

134011560 

1 

1790 

2030 

15 

270 

360 

470 

6001 

740 

900 

1070 

125011450 

1670 

1900 

16 

250 

340 

440 

560 i 

690 

840 

1000 

1170 1360 

1560 

1780 

17 

230 

320 

420 

530, 

650 

790 

940 

11001 

1280 

1470 

1670 

18 

220 

300 

400 

5001 

620 

750 

890 

1040i 

1210 

1390 

1580 

19 

210 

290 

380 4701 

590 

710 

840 

990 

1150 

1320 

1500 

20 

200 

270 

360 450 

560 

670 

800 

940 1090 

1250 

1420 

21 

190 

260 

3401 430| 

530 

640 

760 

890,1040 

1190 

1350 

22 

180 

250 

320 410 

5001 610 

730 

850 

990 

1140 

1290 

23 

170 

240 

3001 390 

480 

I 580 

700 

1 810 

950 

1090 

1230 

24 

160 

230 

290 

1 370 

460 

1 560 

670 

1 780 

910 

1040 

1180 

25 

160 

220 

280 

1 350 

440i 540 

640 

750 

870 

1000 

1130 

26 

150 

210 

270 

340 

420j 520 

610 

1 720 

840 

! 960 

1090 

27 

150 

200 

260 

1 330 

4001 500 

590 

1 690 

810 

920 

1050 

28 

140 

190 

250 

1 320 

390 1 480 

570 

1 670 

780 

890 

1010 

29 

140 

190 

250 

1 310 

3801 460 

550 

650 

750 

! 860 

980 

30 

130 

180 

240 

300 

370 450 

530 

4 

1 630 

1 

730 

830 

950 


This table has been calculated for extreme fiber strain of 1000 pounds per 
square inch, being one-sixth the breaking strain, ordinary building 
timber of fair quality. 

Oak and yellow pine will carry a load one-fourth greater. 

When more accuracy is required, the weight of the beam itself must be 
deducted. 

Care must be taken to let the beams rest for a sufficient distance on their 
supports to guard against crushing at the ends, especially in placing very 
heavy loads upon short but deep and strong beams. 















































JONES & LAUGHLIN STEEL CO, 179 


SAFE LOADS IN TONS OF 2000 POUNDS 
Square Wooden Posts 

Half seasoned white or common yellow pine 
C. Shaler Smith’s Formula. Safe load in pounds per square inch 

_ 1250 

1>< ( X Am ) 

l = Length of post in inches. d=Width of side in inches 


Height 

Feet 


Side of Square Post 
Inches 



4 

G 

8 

10 

4 

6.4 

17.8 

35.0 

57.2 

6 

4.4 

14.3 

30.2 

51.6 

8 

3.0 

11.1 

25.4 

45.7 

10 

2.2 

8.6 

21.1 

39.7 

12 

1.6 

6.8 

17.5 

' 34.2 

14 

1.2 

5.4 

14.5 

29.4 

16 

1.0 

4.4 

12.2 

25.3 

18 

.8 

3.6 

10.2 

21.8 

20 

.6 

3.0 

8.7 

18.9 

22 


2.6 

7.5 

16.5 

24 


2.2 

6.5 

14.5 

26 


1.9 

5.6 

12.8 

28 


1.6 

5.0 

11.3 

.30 


1.5 

4.4 

10.1 

32 


1.3 

3.9 

9.0 

34 


1.1 

3.5 

8.2 

36 


1.0 

3.2 

7.4 

38 


.9 

2.9 

6.7 

40 


.8 

2.6 

6.1 

42 



2.4 

5.6 

44 


.... 

2.2 

5.1 

46 



2.0 

4.7 

48 



1.8 

4.4 

50 



1.7- 

4.2 

52 





54 


• • • • 

• • • • 


56 


• • • • 

• • • • 


58 


* • • * 

. • • • 


60 


.... 

.... 

.... 


12 

14 

16 

18 

20 

84.6 

117.0 

154.6 

196.8 

244.2 

78.7 

110.0 

147.3 

189.3 

237.2 

71.4 

102.8 

140.0 

181.7 

229.0 

64.3 

94.9 

130.5 

171.4 

218.4 

57.1 

86.0 

121.0 

161.3 

207.2 

50.5 

77.6 

111.2 

150.1 

194.9 

44.5 

70.0 

101.6 

139.2 

182.6 

39.2 

62.7 

92.7 

128.2 

170.2 

34.6 

56.3 

84.3 

118.2 

158.5 

30.7 

51.0 

76.7 

108.6 

147.3 

27.2 

45.6 

69.7 

100.0 

136.6 

24.3 

41.4 

63.3 

91.8 

126.8 

21.8 

37.2 

57.7 

84.6 

117.6 

19.6 

33.9 

52.9 

77.8 

108.9 

17.6 

30.5 

48.4 

71.7 

101.1 

16.0 

27.7 

44.5 

66.4 

93.8 

14.5 

25.5 

40.9 

61.3 

87.4 

13.3 

23.5 

37.5 

56.8 

81.2 

12.2 

21.6 

34.7 

52.6 

75.6 

11.2 

19.9 

32.2 

49.0 

70.8 

10.3 

18.5 

30.0 

45.6 

66.1 

9.5 

17.1 

27.7 

42.6 

61.9 

8.8 

16.0 

25.8 

39.8 

58.0 

8.2 

14.8 

24.1 

37.2 

54.3 

7.6 

14.0 

22.7 

34.7 

51.0 

7.1 

13.2 

21.3 

32.8 

48.2 

6.6 

12.3 

19.9 

30.8 

45.4 

6.2 

11.5 

18.8 

28.8 

42.8 

5.9 

10.6 

17.6 

27.4 

40.3 


Note. — Oak posts will carry loads 15 jier cent greater than given 
above. Southern yellow pine will carry loads 40 per cent greater than 
given above. The loads given in table are for posts in permanent 
structures. For posts in temporary structures add 25 per cent to the 
above loads. 






















































STANDARD DETAIL FOR ROOF TRUSSES 

C 


f<--- 

Load per square foot of roof (hori- ^ ,,i y / 

zontal) = W Load on purlin = P = - -^ 

Distance center to center of trusses ” 

= m Load on truss = Wy mx I 

Number of panels in truss = « 

Length of, span in feet = / IV is usually 30 to 40 lbs. 

Notes. —Coefficients given in table on opposite page are for dead load 
on roof from purlins and for additional stress from concentrated loads, L, Lj 
and Lj, suspended from bottom chord as shown. 

Distance from center to center of purlins should not exceed six feet. 
Roof covering generally used, No. 20 corrugated steel. 




















































JONES & LAUGHLIN STEEL CO 


181 




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CO 




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CO 

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JONES & LAUGHLIN STEEL CO. 187 


Standard specifications governing the 
chemical and physical properties of struct¬ 
ural and special open-hearth plate and rivet 
steel, as adopted by the Association of 
American Steel Manufacturers.— Revised 
February 6, 1903. 

STRUCTURAL STEEL 
Process of Manufacture 

1. Steel may be made by either the open-hearth or Bessemer 
process. 

« 

Testing and Inspection 

2. All tests and inspections shall be made at the place of 
manufacture prior to shipment. 

Test Pieces 

3. The tensile strength, limit of elasticity and ductility shall 
be determined from a standard test piece cut from the finished 
material. The standard shape of the test piece for sheared 
plates shall be as shown by the following sketch: 


' About 3 


S ' 


K-- 




I 


_PaTaIlel_Sec_tion_J 

N ot less Uian 9" i 


-C 


* 

-4- 




>1 ff- ->K- ->K - 
1" 1" etc 


Abo|ut 2* 


-It. 


_About IS-_^ 


Piece to be of same thickness as the piate 


On tests cut from other material the test piece may be either 
the same as for sheared plates or it may be planed or turned 
parallel throughout its entire length, and in all cases where 
possible two opposite sides of the test piece shall be the rolled 














188 JONES & LAUGHLIN STEEL CO. 


surfaces. The elongation shall be measured on an original 
length of 8 inches, except as modified in section 12, paragraph c. 
Rivet rounds and small bars shall be tested of full size as rolled. 

Two test pieces shall be taken from each melt or blow of 
finished material, one for tension and one for bending; but in 
case either test develops flaws, or the tensile test piece breaks 
outside of the middle third of its gauged length, it may be dis¬ 
carded and another test piece substituted therefor. 

% 

Annealed Test Pieces 

4. Material which is to be used without annealing or further 
treatment shall be tested in the condition in which it comes 
from the rolls. When material is to be annealed or otherwise 
treated before use, the specimen representing such material 
shall be similarly treated before testing. 

Marking 

5. Every finished piece of steel shall be stamped with the 
blow or melt number, and steel for pins shall have the blow 
or melt number stamped on the ends. Rivet and lacing steel, 
and small pieces for pin plates and stiffeners, may be shipped in 
bundles securely wired together, with the blow or melt number 
on a metal tag attached. 

Finish 

6. Finished bars shall be free from injurious seams, flaws or 
cracks, and have a workmanlike finish. 

Chemical Properties 

7a. Steel for buildings, train sheds, highway bridges and 
similar structures, maximum phosphorus .10 per cent. 

7b. Steel for railway bridges, maximum phosphorus .08 per 
cent. 

Physical Properties 

8. Structural steel shall be of three grades. Rivet, Railway 
Bridge and Medium. 




JONES & LAUGHLIN STEEL CO. 189 


Rivet Steel 

9. Ultimate strength, 48,000 to 58,000 pounds per square 
inch. Elastic limit, not less than one-half the ultimate strength. 
Percentage of elongation, 

1,400,000 

ultimate strength' lending test, 180 degrees flat on itself, 
without fracture on outside of bent portion. 

Steel for Railway Bridges 

10. Ultimate strength, 55,000 to 65,000 pounds per square 
inch. Elastic limit, not less than one-half the ultimate strength. 
Percentage of elongation, 

1,400,000 

ultimate strength' lending test, 180 degrees to a diameter 

equal to thickness of piece tested, without fracture bn outside 
of bent portion. 

Medium Steel 

11. Ultimate strength, 60,000 to 70,000 pounds per square 
inch. Elastic limit, not less than one-half the ultimate strength. 
Percentage of elongation, 

1,400,000 

ultimate strength" Bending test. 180 degrees to a diameter 

equal to thickness of piece tested, without fracture on outside of 
bent portion. 

Modifications in Elongation for Thin and 
Thick Material 

12. For material less than j^-inch and more than ^-inch 
in thickness, the following modifications shall be made in the 
requirements for elongation: 

a. For each increase of 3^-inch in thickness above ^-inch, 
a deduction of 1 per cent, shall be made from the specified elon¬ 
gation, except that the minimum elongation shall be 20 per 
cent, for eye-bar material and 18 per cent, for other structural 
material. 

h. For each decrease of ^-inch in thickness below -^-inch, 
a deduction of 2]/2 per cent, shall be made from the specified 
elongation. 







190 JONES & LAUGHLIN STEEL CO. 


c. In rounds of ^-inch or less in diameter, the elongation 
shall be measured in a length equal to eight times the diameter 
of section tested. 

d. For pins made from any of the before-mentioned grades 
of steel, the required elongation shall be 5 per cent, less than 
that specified for each grade, as determined on a test piece, 
the center of which shall be 1 inch from the surface of the bar. 

Variation in Weight 

13. The variation in cross-section or weight of more than 2}/2 
per cent, from that specified will be sufficient cause for rejection 
except in the case of sheared plates, which will be covered by 
the following permissible variations; 

a. Plates 123^ pounds per square foot or heavier, up to 100 
inches wide, when ordered to weight, shall not average more 
than 2]/2 per cent, variation above or 2]/2 per cent, below the 
theoretical weight. When 100 inches wide and over, 5 per cent, 
above or 5 per cent, below the theoretical weight. 

h. Plates under 123^ pounds per square foot, when ordered 
to weight, shall not average a greater variation than the 
following: 

Up to 75 inches wide, 2)^ per cent, above or 23^ per cent, 
below the theoretical weight. 75 inches wide up to 100 inches 
wide, 5 per cent, above or 3 per cent, below the theoretical 
weight. When 100 inches wide and over, 10 per cent, above 
or 3 per cent, below the theoretical weight. 

c. For all plates ordered to gauge there will be permitted 
an average excess of weight over that corresponding to the 
dimensions on the order equal in amount to that specified in 
the following table: 




JONES & LAUGHLIN STEEL CO 191 


Table of Allowances for Overweight for Rectan¬ 
gular Plates when Ordering to Gauge 

Plates will be considered up to gauge if measuring not over 

less than the ordered gauge 

Plates ^-inch and Over in Thickness 


Width of Plate 


OF Plate 
Inch 

Up to 

75 Inches 
Per Cent 

75 Inches to 
100 Inches 
Per Cent 

Over 1(K) 
to 115 Inches 
Per Cent 

Over 115 
Inches 

Per Cent 


10 

14 

18 


■ 

8 

12 

16 



7 

10 

13 

17 


6 

8 ' 

10 

13 


5 

7 

9 

12 


43^ 

63^ 

8^ 

11 


4 

6 

8 

10 

Over ^ 

33^ 

5 

63^ 

9 


Plates Under j^^-mcH in Thickness 


Width of Plate 


Thickness 




OF Plate 
Inch 

Up to 50 inches 

50 Inches to 

Over 70 inches 

Per Cent 

J / .XX X^^ X X C o 

Per Cent 

Per Cent 

H up to /a 

10 

15 

/ 

20 

-52 up to ^ 

8}4 

123^ 

17 

up to 3^ 

7 

10 

15 


Note. —The weight of 1 cubic inch of rolled steel is assumed to be 
0.2833 pound. 

STRUCTURAL CAST-IRON 

1. Except when chilled iron is specified, all castings shall be 
tough gray iron, free from injurious cold-shuts or blow-holes, 
true to pattern, and of a w'orkmanlike finish. Sample pieces 
one inch square, cast from the same heat of metal in sand 

molds, shall be capable of sustaining on a clear span of 4 feet 
8 inches a central load of 500 pounds when tested to the rough 
bar. f 









































192 JONES & LAUGHLIN STEEL CO. 


SPECIAL OPEN-HEARTH PLATE AND 
RIVET STEEL- 

Testing and Inspection 

1. All tests and inspections shall be made at the place of 
manufacture prior to shipment. 

Test Pieces 

2. The tensile strength, limit of elasticity and ductility shall 
be determined from a standard test piece cut from the finished 
material. The standard shape of the test piece for sheared 
plates shall be as shown by the following sketch: 


t About 3 

r«---H 


c? I Not less than 9" 


I * 

-M- 






->J 


-4- 

1 

H 

' ^ 

.j. 


_ HUS - r-^iP-A-bout-lS--^ 

\ 

riece to be of same thickness as the p.late 


On tests cut from other material the test piece may be_[either 
the same as for sheared plates or it may be planed or turned 
parallel throughout its entire length, and in all cases where 
possible two opposite sides of the test piece shall be the rolled 
surfaces. The elongation shall be measured on an original 
length of 8 inches, except as modified in section 12, paragraph c. 
Rivet rounds and small bars shall be tested of full size as rolled. 
Four test pieces shall be taken from each melt of finished ma¬ 
terial, two for tension and two for bending; but in case either 
test develops flaws, or the tensile test piece breaks outside of 
the middle third of its gauged length, it may be discarded and 
another test piece substituted therefor. 

Annealed Test Pieces 

3. Material which is to be used without annealing or further 
treatment shall be tested in the condition in which it comes 
from the rolls. When material is to be annealed or otherwise 
















JONES & LAUGHLIN STEEL CO. 193 


treated before use, the specimen representing such' material 
shall be similarly treated before testing. 

Marking 

4. Every finished piece of steel shall be stamped with the 
melt number. Rivet steel may be shipped in bundles securely 
wired together, with the melt number on a metal tag attached. 

Finish 

5. All plates shall be free from injurious surface defects 
and have a workmanlike finish. 

Chemical Properties 

6a. Flange or Boiler Steel, maximum phosphorus .06 per 
cent., maximum sulphur .04 per cent. 

6&. Extra Soft and Fire Box Steel, maximum phosphorus .04 
per cent., maximum sulphur .04 per cent. 

Physical Properties 

7. Special Open-hearth Plate and Rivet Steel shall be of 
three grades, Extra Soft, Fire Box and Flange or Boiler 
Steel. 

Extra Soft Steel 

8. Ultimate strength, 45,000 to 55,000 pounds per square 
inch. Elastic limit, not less than one-half the ultimate strength. 
Elongation, 28 per cent. Cold and Quench Bends, 180 degrees 
flat on itself, without fracture on outside of bent portion. 

Fire Box Steel 

9. Ultimate strength, 52,000 to 62,000 pounds per square 
inch. Elastic limit, not less than one-half the ultimate strength. 
Elongation, 26 per cent. Cold and Quench Bends, 180 degrees 
flat on itself, without fracture on outside of bent portion. 

Flange or Boiler Steel 

10. Ultimate strength, 55,000 to 65,000 pounds per square 
inch. Elastic limit, not less than one-half the ultimate strength. 




194 JONES & LAUGHLIN STEEL CO. 


Elongation, 25 per cent. Cold and Quench Bends, 180 degrees 
flat on itself, without fracture on outside of bent portion. 

Boiler Rivet Steel 

11. Steel for boiler rivets shall be made of the e.xtra soft 
grade specified in paragraph No. 8. 

Modifications in Elongation for Thin and 
Thick Material 

12. For material less than ^-inch and more than ^-inch 
in thickness, the following modifications shall be made in the 
requirements for elongation: 

a. For each increase of 3^-inch in thickness above ^-inch, 
a deduction of 1 per cent, shall be made from the specified 
elongation. 

b. For each decrease of ^-inch in thickness below j^-inch, 
a deduction of 23 ^-^ per cent, shall be made from the specified 
elongation. 

c. In rounds of ^-inch or less in diameter, the elongation 
shall be measured in a length equal to eight times the diameter 
of section tested. 

Variation in Weight 

13. The variation in cross-section or weight of more than 2}^ 
per cent, from that specified will be suflScient cause for rejection 
except in the case of sheared plates, which will be covered by 
the following permissible variations: 

a. Plates 123^ pounds per square foot or heavier, up to 100 
inches wide, when ordered to weight, shall not average more 
than 23 ^^ per cent, variation above or 2}/^ per cent, below the 
theoretical weight. When 100 inches wide and over, 5 per cent, 
above or 5 per cent, below the theoretical weight, 

b. Plates under 123^ pounds per square foot, when ordered 
to weight, shall not average a greater variation than the 
following: 

Up to 75 inches wide, 2)^ per cent, above or 23^2 cent, 
below the theoretical weight. 75 inches wide up to 100 inches 




'JONES & LAUGHLIN STEEL CO. 


wide, 5 per cent, above or 3 per cent, below the theoretical 
weight. When 100 inches wide and over, 10 per cent, above 
or 3 per cent, below the theoretical weight. 

c. For all plates ordered to gauge there will be permitted 
an average excess of weight over that corresponding to the di¬ 
mensions on the order equal in amount to that specified in the 
following table: 

Table of Allowances for Overweight for Rectan¬ 
gular Plates when Ordered to Gauge 

Plates will be considered up to gauge if measuring not over 
y^^-inch less than ordered gauge 


Plates ^-inch and Over in Thickness 


Thickness 

OF Plates 
Inches 

Width of Pl.ate 

Up to 

75 Inches 
Per Cent 

75 Inches to 
KX) Inches 
Per Cent 

Over 100 Inches 
to 115 Inches 
Per Cent 

Over 115 
Inches 
Per Cent 

M 

10 

14 

18 



8 

12 

16 



7 

10 

13 

17 


6 

8 

10 

13 


5 

7 

9 

12 


43^ 

634 

834 

11 


4 

6 

8 

10 

Over 5^ 

334 

5 

6>^ 

■ 9 


Plates Under j4^-iNCH in Thickness 


Thickness 

OF Plate 
Inches 

Width of Plate 

Up to 50 Inches 
Per Cent 

50 Inches to 

70 Inches 

Per Cent 

Over 70 Inches 
Per Cent 

34 up to 3 ^ 

10 

15 

20 

/y up to 

834 

1234 

17 

^ up to 3<^ 

7 

10 

15 


Note.—T he weight of 1 cubic inch of rolled steel is assumed to be 0.2833 
pound. 







































196 JONES & LAUGHLIN STEEL CO. 


WEIGHTS OF FLAT ROLLED STEEL 
Per Lineal Foot 

For thicknesses from to 2'' and widths from 1 " to 125^" 


C/3 

CO 

W c/3 

Z, Ix] 

Width in Inches 

u u 

5.5 

H 

1 


1^ 

iH 

0 

w 


2 J 4 

254 

12 

A 

.638 

.797 

.957 

1.11 

1.28 

1.44 

1.59 

1.75 

7.65 

M 

.850 

1.06 

1.28 

1.49 

1.70 

1.91 

2.12 

2.34 

10.20 

A 

1.06 

1.33 

1.59 

1.86 

2.12 

2.39 

2.65 

2.92 

12.75 

^!l.28 

1.59 

1.92 

2.23 

2.55 

2.87 

3.19 

3.51 

15.30 

^1.49 

1.86 

2.23 

2.60 

2.98 

3.35 

3.72 

4.09 

17.85 


1.70 

2.12 

2.55 

2.98 

3.40 

3.83 

4.25 

4.67 

20.40 

A 

1.92 

2.39 

2.87 

3.35 

3.83 

4.30 

4.78 

5.26 

22.95 

^|2.12 

2.65 

3.19 

3.72 

4.25 

4.78 

5.31 

5.84 

25.50 

H2.34 

2.92 

3.51 

4.09 

4.67 

5.26 

5.84 

6.43 

28.05 

M2.55 

3.19 

3.83 

4.47 

5.10 

5.75 

6.38 

7.02 

30.60 

i|2.76 

3.45 

4.14 

4.84 

5.53 

6.21 

6.90 

7.60 

33.15 

^2.98 

3.72 

4.47 

5.20 

5.95 

6.69 

7.44 

8.18 

35.70 

i4t3.19 

3.99 

4.78 

5.58 

6.38 

7.18 

7.97 

8.77 

38.25 

1 

3.40 

4.25 

5.10 

5.95 

6.80 

7.65 

8.50 

9.35 

40.80 

1^6 

3.61 

4.52 

5.42 

6.32 

7.22 

8.13 

9.03 

9.93 

43.35 

13^:3.83 

4.78 

5.74 

6.70 

7.65 

8.61 

9.57:10.52 

45.90 

1A 4.04 

5.05 

6.06 

7.07 

8.08 

9.09 

lO.lO'll.ll 

48.45 

IM 

4.25 

5.31 

6.38 

7.44 

8.50 

9.57 

10.63,11.69 

51.00 


4.46 

5.58 

6.69 

7.81 

8.93 

10.04 

11.16'l2.27 

53.55 

1^4.67 

5.84 

7.02 

8.18 

9.35 10.52 

11.69'l2.85 

56.. 10 

1,%|4.89 

6.11 

7.34 

8.56 

9.7811.00 

12.22'l3.44 

58.65 

13 ^ 5.10 

6.38 

7.65 

8.93 

10.20 

11.48 

12. 75 ; 14.03 

61.20 

1i^5.32 

6.64 

7.97 

9.3010.63 

11'.95 

13.2814.61 

63.75 

lMi5.52 

6.90 

8.29 

9.67 11.05 

12.43 

13.81,15.19 

66.30 

1H:5.74 

7.17 

8.61 

10.04 

11..47 

12.91 

14.3415.78 

68.85 

IM 

5.95 

7,44 

8.93 

10.42 

11.90 

13.40 

14.88,16.37 

i 

71.40 


6.16 

7.70 

9.24 

10.79 

12.33 

13.86 

15.40 16.95 

73.95 

IK 

6.38 

7.97 

9.57 

11.15 

12.75 

14.34 

15.94il7.53 

76.50 

1116.59 

8.24 

9.88 

11.53 

13.18 

14.83 

16.47|18.12 

79.05 

2 

6.80 

8.50 

10.20 

ll.90il3.60 

1 

15.30 

17.00 18.70 

81.60 




















































JONES & LAUGHLIN STEEL CO. 197 


WEIGHTS OF FLAT ROLLED STEEL 
Per Lineal Foot 


(A 

t/5 

M (A 

z w 
^ X 

U 'O 

X I—t 
H 


M 

A 

A 

3^ 

A 

M 

it 

Vs 

if 

1 

IVs 

1A 

IM 

IVs 

13^ 

lit 

IM 

lit 
IK 
lit 
2 


Width in Inches 


8.29 

8.93 


8.98 

9.67 


9.57 10.36 
10 . 2011.05 


10.84 


11.74 


11.48 12.43 
12 . 12 ' l 3.12 
12.75 13.81 


13 . 3914.50 

14 . 03 ^ 15.20 

14 . 66 | 15.88 

15 . 3016.58 

15 . 94 ^ 7.27 
16 . 58117.96 
17.22 18.65 


17.85 


19.34 


18.49 20.03 
19 . 13120.72 
19 . 77 ! 21.41 
20 . 40122.10 23.80 


3 

3 K 

3>4 

3 K 

4 


4 J 4 

4 K 

12 

1.91 

2.07 

2.23 

2.39 

2.55 

2.71 

2.87 

3.03 

7.65 

2.55 

2.76 

2.98 

3.19 

3.40 

3.61 

3.83 

4.04 

10.20 

3.19 

3.45 

3.72 

3.99 

4.25 

4.52 

4.78 

5.05 

12.75 

3.83 

4.15 

4.47 

4.78 

5.10 

5.42 

5.74 

6.06 

15.30 

4.46 

4.83 

5.20 

5.58 

5.95 

6.32 

6.70 

7.07 

17.85 

5.10 

5.53 

5.95 

6.38 

6.80 

7.22 

7.65 

8.08 

20.40 

5.74 

6.22 

6.70 

7.17 

7.65 

8.13 

8.61 

9.09 

22.95 

6,38 

6.91 

7.44 

7.97 

8.50 

9.03 

9.57 10.10 

25.50 

7.02 

7.60 

8.18 

8.76 

9.35 

9.93 

10 . 5241.11 

28.05 

7.65 

8.29 

8.93 

9.57 

10 . 2010.84 11.48 

12.12 

30.60 


9.67 10.36 11 . 0511.74 12.43 13.12 33.15 


10.41 11 . 1611 . 9012 . 65 il 3 . 3914.13 
11.16 11 . 9512 . 7513 . 5514 . 3415.14 
11.90 12.75 13.60 14.45 15.30 16.15 


12.65 13.55 14.45 15.35 


16.2617 


13.39 14.34 15.30 16.26 17.22 18 


14.13 


15.14 


14.87 15.94 


15.62 


16.74 


16.15 

17.00 

17.85 


16.36 17.53 18.70 19.87 


17.16 

18.06 

18.96 


17.10 


18.33 19.55 20.77 


17.85 19.13 20.40 21.68 


18 . 6019.92 21.25 22.58 
19 . 34120 . 72122 . 10 | 23.48 
20.08 21.51 22 . 95124.38 


20.83 

21.57 

22.31 

23.06 


22.32 


23.80 25.29 


23 . 11 : 24.65 26.19 
27.10 
28.00 
28.90 


23.91 25.50 
24 . 70 * 26.35 
25 . 50 : 27.20 


18.17 


19 


16 

17 

18 


19.13 20.19 


20 . 
21.04 
21.99 
22.95 

23.91 

24.87 

25.82 

26.78 


08 21 


.20 

22.21 

23.22 

24.23 

25.24 

26.25 

27.26 
28.27 


27.73 29.27 
28 . 69 | 30.28 
29.64 31.29 
30.60 32.30 


35.70 

38.25 

40.80 

43.35 

45.90 

48.45 

51.00 

53.55 

56.10 

58.65 

61.20 

63.75 

66.30 

68.85 

71.40 

73.95 

76.50 

79.05 

81.60 










































































198 


JONES & LAUGHLIN STEEL CO. 


WEIGHTS OF FLAT ROLLED STEEL 
Per Lineal Foot 


C/5 

c/3 

U C/3 
2 “ 
« 5 
y z 

I 

H 


ire 

3^ 

ire 


Width in Inches 


3.19 
4.25 

5.31 
6.38 
7.44 
8.50 

9.57 
10.63 
11.69 
H 12.75 




13.81 

14.87 


H 15.94 
1 |l7.00 

1 Yg ^18.06 

13^ 49.13 
li^ *20.19 
IK 21.25 

lA '22.32 
1^:23.38 
124.44 
13^125.50 


5K 


3.35 

4.46 


5. 

6 , 

7. 

8 , 

10 . 

11 . 

12 . 

13. 

14. 

15. 

16. 
17. 


5V2 


5K ! C . 


3.51 

4.671 


3.67 

4.89 


3.83 

5.10 


58i 5, 
69 7, 
81| 8, 
93! 9, 


04 

16 

27 

39 


10 . 

11 . 

12 . 

14. 


84 
02 
18 
35 

52 

69 

85 
03 


5015, 
62116, 
74 17, 
85 18, 


6.11 6.38 
7.34 7.65 
8.56 8.93 
9.77 10.20 

11.00 11.48 
12.22 12.75 
13.44 14.03 
14.6745.30 


19 15.8846.58 
36jl7.10 17.85 
5348.3349.13 
7019.55 20.40 


18.96 19.87 
20.08 21.04 
21 . 20 * 22.21 
22.32 23.38 


23.43 24.54 
24.54*25.71 
25.66 26.88 
26.78 28.05 


1^ 26.57 27.89 29. 
IK 27.63 29.01*30. 
IH 28.69 30.12131 
IK 129.75 31.24132 


22 


20.77 21.68 
21.99 22.95 
23.22 24.23 
24.44 25.50 

25.66|26.78 
26.88 28.05 
28.10 29.33 
29.33 30.60 

30.55 31.88 
39 31.77 33.15 


lit 

IK 

in 

2 


30.81 

31.87 

32.94 


32.3533, 

33.47135, 

34.5936, 


32.99 34.43 
34.22 35.70 


34.00 35.7037 


55 
73 

89 35.43 36.98 
06 36.65 38.25 
23i37.88 39.53 
40 39.10 40.80 


GK 


3.99 

5.31 

6.64 

7.97 

9.29 

10.63 

11.95 

13.28 

14.61 

15.94 

17.27 

18.60 

19.92 

21.25 

22.58 

23.91 

25.23 

26.56 

27.90 

29.22 

30.55 

31.88 

33.20 

34.53 

35.86 

37.19 

38.52 

39.85 

41.17 

42.50 




OH 


4.14 

5.53 

6.90 

8.29 

9.67 

11.05 

12.43 

13.81 

15.20 
16.58 

17.95 

19.34 

20.72 

22.10 

23,48 

24.87 

26.24 

27.62 

29.01 

30.39 

31.77 

33.15 

34.53 

35.91 

37.30 

38.68 

40.05 

41.44 

42.82 

44.20 


12 


4.30 7.65 

5.74I1O.2O 

j 

7.17!12.75 

8.6115.30 
10.04il7.85 
11.48 20.40 


12 , 

14, 

15, 

17. 

18. 
20 . 
21 . 
22 , 


91 

34 


22.95 
25.50 
78 28.05 
22 30.60 


65 33.15 
,08 35.70 
,51 38.25 
,95 40.80 


24.39 43.35 
25.82j45.90 
27.25 48.45 
28.69151.00 


30 
31.56 
32.99 
34.43 


12 53 


55 
56.10 
58.65 
61.20 


35.86 63.75 
37.29.66.30 
38.73|68.85 
40.17i71.40 

I 

4I.60I73.95 

43. 03 '76.50 
44.46 79.05 
45.9081.60 


















































JONES & LAUGHLIN STEEL CO. 199 


WEIGHTS OF FLAT ROLLED STEEL 
Per Lineal Foot 


■ji 

a m 
Z w 


A 


11 
16 


"yi 

it 


Width in Inches 


^ X 
u 0 

x^ 

7 


714 7K 


4.46 

4.62 

4.78! 4.94 


5.95 

6.16 

6.36 6.58 

A 

7.44 

7.70 

7.97 8.23 

K 

8.93 

9.25 

9 . 57 ; 9.88 


10.41110.78 

11.9012.32 

1 

13.3943.86 
14.87:15.40 
16.36 16.94 


1 


IM 

Ws 

IK 

lit 

IK 

lit 

2 


17.85 

19.34 
20.83 
22.32 
23.80 

25.29 
26.78 27.73 
28.26 29.27 
29.75i30.81 


18.401 

20.03 

21.57 

23.11 

24.65 


11.16 11.53 
12.75 13.18 

14.34!14.82 
15.94 16.47 
17.53 18.12 
19.13119.77 

20.72:21.41 

22.32 23.05 
23.91 24.70 
25.50 26.35 


26.19 27.10 28.00 
28.68,29.64 
30.28 31.29 
31.88 32.94 34.00 


31.23 32.35 
32.72 33.89 
34.21 35.44 
35.70:36.98 

. I 

37.19 38.51 
38.67*40.05 
40.16 41.59 
41.65|43.14 

43.14'44.68 
44.63 46.22 
46.12 47.76 
47.60 49.30 


5.10 

6.80 

8.50 

10.20 

11.90 

13.60 


8 K 8^ 


5.26 

7.01 


5.42 

7.22 


8.76 9.03 
10.52jl0.84 
12.27 12.64 
14.03 14.44 


8% 


12 


15.30 15.78 16.26 
17.0017.53 18.06 


19.2819.86 
21.04 21.68 


18.70 
20.40 

22.10 22.79 23.48 
23.80 24.55|25.30 
25.50 26.30127.10 
27.20i28.05l28.90 


33.48 34.59 
35.06 36.23 
36.66 37.88 
38.26 39.53 

39.84 41.17 
41.44^42.82 
43.03 44.47 
44.63^46.12 

46.2247.76 
47.8249.40 
49.41 51.05 
51.00 52.70 


28.90129.80 30.70 
30.60 31.56|32.52 
32.30 33.31 34.32 
35.06 36.12 


35.70 

37.40 

39.10 

40.80 

42.50 

44.20 

45.90 

47.60 


36.81,37.93 
38.57 39.74 
40.32 41.54 


42.08 

43.83 


43.35 

45.16 


45.58 46.96 
47.33148.76 
49.09 50.58 


49.30 50.84 52.38 
51.00 52.60 54.20 
52.70 54.35 56.00 
54.40 56.10 57.80 


5.58! 7.65 
7.4310.20 

9.29 12.75 
11.16 15.30 


13.02 


17.85 


14.87 20.40 

16.7422.95 
18.59'25.50 
20.45 28.05 
22.3230.60 

24.1733.15 
26.04 35.70 
27.89 38.25 
29.75i40.80 


31.61 


43.35 


33.47 45.90 
35.33148.45 

37.20:51.00 

39.O5I53.55 

40.91'56.10 
42.77 58.65 


44.63 


61.20 


46.49 63.75 
48.34166.30 
50.2068.85 


52.07 


71.40 


53.92 73.95 


55.79 

57.64 


76.50 

79.05 


59.50 81.60 


















































200 JONES & LAUGHLIN STEEL CO. 


(/3 

(/3 

W 

S 

U! S 

K 

H 


Vs 

A 

3^ 

U 

H 

Vs 

if 


1* 

^Vs 

IM 

m 

iM 

1^8 

IH 

m 

lit 

m 

lit 

2 


WEIGHTS OF FLAT ROLLED STEEL 
Per Lineal Foot 

Width in Inches 


5.74 

7.65 


9K 


9H 

5.90 

6.06 

6.22 

7.86 

8.08 

8.29 


10 


6.38 

8.50 


9.56 
11.48 

13.40 13.76114.14 14.51 14.88 
15.73 16.16 


9.83 10.10jl0.36il0.62 
11.80jl2.12 12.4412.75 


10 K 


m 

12 

6.54 

6.70 

6.86 

7.65 

8.71 

8.92 

9.14 

10.20 

10.89 

11.16 

11.42 

12.75 

13.07 

13.39 

13.71 

15.30 


15.30 

17.22 

19.13 

21.04 

22.96 


16.58 17.00 


22.32 


17.69 18.18 18.65 19.14 
19.65 20.19 20.72 21.25 
21.62j22.21i22.79 23.38 23.96 24.54 
23.59 24.23 24.86 25.50 26.14 26.78 


15'.25 15.62115.99 
17.42 17.85 18.28 


19.61 

21.78 


20.08 20.56 


24.86 
26.78 

28.69 29.49 30.28 31.08 31.88 32.67133.48:34.28 38.25 
31.45!32.30i33.15 34.00 34.85 35.7036.55 


25.55|26.24126.94 27.62 
27.52 28.26 29.01 29.75 


22.85 

25.13 

27.42 


17.85 

20.40 

22.95 

25.50 

28.05 

30.60 


28.32129.00 29.69 33.15 
30.50,31.24:31.98135.70 


30.60 

32.52 33.41 34.32 35.22 36.12 37.03 37.92 
34.43 35.38 36.34:37.29 38.25 39.21 40.17 
36.34 37.35 38.36'39.37 40.38 
38.26 39.31 40.37|41.44 42.50 


40.16 

42.08 

44.00 


40.80 


38.83 43.35 
41.12 45.90 


41.39 42.40 43.40148.45 
43.56 44.63 45.69 51.00 


41.28142.40143.52^44.64 45.75 46.86^7.97'53.55 
43.25 44.41j45.58l46.75i47.92l49.08 50.25j56-.10 
45.22 46.44 47.66148.88 50.10151.32 52.54158.65 


45.90 47.]8;48.45 49.73 51.00 52.28i53.55 54.83i61.20 


47.82:49.14 50.48 51.80,53.14 


54.46,55.78 


49.73 51.10i52.49 53.87i55.25 56.63 58.02 


51.64 

53.56 

55.46 


53.07154.51 


57.11 


63.75 


59.40 66.30 


55.94 57.38 58.81160.24 61.68 68.85 


55.04 56.53 58.01,59.50 60.99 62.48 63.97171.40 


57.00 58.54 60.09 61.62 63.17 64.70 
57.38 58.97 60.56162.16 63.75 65.35166.94 
59.29 60.94:62.58 64.23 65.88 67.52169.18 
61.20 62.90 64.60 66.30 68.00 69.70 71.40 


66.24 


73, 


95 

68.53 76.50 
70.83|79.05 
73.10 81.60 































































JONES & L A U G H L I N STEEL CO. 


201 


WEIGHTS OF FLAT ROLLED STEEL 
Per Lineal Foot 


C/) 

(/i 

W w 
^ 2 

Width in Inches 


W Dh 

X ^ 
H 

11 

11K 

iiy2 

iiK 

12 

12 K 

i2y2 

12K 

'S 

2 o 
o*" 
o 2 


7.02 

7.17 

7.32 

7.49 

7.65 

7.82 

i 7.98 

8.13 

tn $ 

M 

9.34 

9.57 

9.78 

10.00 

10.20 

10.42 

10.63 

10.84 

V V 

<D +3 

A 

11.68 

11.95 

12.22 

12.49 

12.75 

13.01 

!13.28 

13.55 


H 

jl4.03 

14.35 

14.68 

14.99 

15.30 

15.62 

15.94 

16.26 

.2 ^ 

’■X c/i 


16.36 

16.74 

17.12 

17.49 

17.85 

18.23 

|18.60 

18.97 



18.70 

19.13 

19.55 

19.97 

20.40 

20.82 

j21.25 

21.67 

C TJ 
C 










.Csoo 3 

cS; o 

A 

21.02 

21.51 

22.00 

22.48 

22.95 

23.43 

23.90 

24.39 

w>X 


23.38 

23.91 

24.44 

24.97 

'25.50 

26.03 

'26.56 

27.09 


ii 

25.70 

26.30 

26.88 

27.47 

28.05 

28.64 

29.22 

29.80 

c ^ 

M 

28.05 

28.68 

29.33 

29.97 

30.60 

31.25 

31.88 

32.52 

« Op 
ctf I'; 

if 

30.40 

31.08 

31.76 

32.46 

33.15 

33.83 

34.53 

35.22 

2‘^ + 
VM ^ tH 


32.72 

33.47 

34.21 

34.95 

35.70 

36.44 

37.19 

37.93 

o 

■*-* n O 

if 

35.06 

35.86 

36.66 

37.46 

38.25 

39.05 

39.84 

40.64 


1 

37.40 

38.25 

39.10 

39.95 

40.80 

41.65 

42.50 

43.35 

^ C ^ 

1* 

39.74 

40.64 

41.54 

42.45 

43.35 

44.25 

45.16 

46.06 

y o c 

13^ 

42.08 

43.04 

44.00 

44.94 

45.90 

46.86 

47.82 

48.77 

C 3 

o.nX 


44.42 

45.42 

46.44 

47.45 

48.45 

49.46 

50.46 

51.48 

'C H ^ 

<V ^ rH 

iM 

46.76 

47.82 

48.88 

49.94 

51.00 

52.06 

53.12 

54.19 

n .TS 
a 1/1 p 
a l> ns 

11%^ 

49.08 

50.20 

51.32 

52.44 

53.55 

54.67 

55.78 

56.90 

s "tJ 

^ y 0) 
D.S-C 

iVs 

51.42 

52.59 

53.76 

54.93 

56.10 

57.27 

58.44 

59.60 

rt CM C 


53.76 

54.99 

56.21 

57.43 

58.65 

59.87 

61.10 

62.32 

spo 

iy2\ 

56.10 

57.37 

58.65 

59.93 

61.20 

62.48 

63.75 

65.03 

> ^ 


58.42 

59.76 

61.10 

62.43 

63.75 

65.08, 

66.40 

67.74 

C'O u 


60.78, 

62.16 

63.54: 

64.92 

66.30 

67.68! 

69.06 

70.44 

1. 1> 0 

iH 

63.10 

64.55 

65.98* 

67.42* 

68.85 

70.29 

71.72 

73.15 

>^23 4, 

i«j 

65.45 

% 

66.93 

68.43| 

69.92 

71.40 

72.90, 

1 

74.38 

75.87 

tn P. fl 
■M P 

'Si'o ^ 

lif 

67.80, 

69.33 

70.86; 

72.41 

73.95 

75.48! 

77.03 

78.57 

l> ^ 4-» 


70.12| 

71.72 

73.31 

74.90 

76.50 

78.09 

79.69 

81.28 

<L) M c 
p ’S 

lit 

72.46 

74.11 

75.76, 

77.41| 

79.05 

80.70 

82.34 

83.99 


2 

74.80 

76.50 

78.20 

i 

79.90 

81.60 

83.30 

1 

85.00 

86.70 

V s 
^ o 

4-^ <4-4 






































































202 JONES & LAUGHLIN STEEL CO. 


WEIGHTS AND AREAS 

Square and Round Steel, and also Circumference of 

Round Bars 


u 

C 

u W) 

u M 

c/3 

CO 


Tliickness 

Diametei 

Inches 

Weight o 
Square Bj 
1 Foot Loi 

Weight o 
Round Bs 
1 Foot l.oi 

Area of 

Square Be 

Square Incl 

i 

Area of 

Round Ba 

Square Incl 

Circumferei 

of Round f 

Inches 


.120 

.094 

.0352 

.0276 

.5890 


.213 

.167 

.0625 

.0491 

.7854 

A 

.332 

.261 I 

.0977 

.0767 

.9817 


.478 

.375 

.1406 

.1104 

1.1781 

A 

.651 

.511 

.1914 

.1503 

1 

1.3744 

3 ^ 

.851 

.668 1 

.2500 

.1963 ; 

1.5708 

A 

1.076 

.845 ! 

.3164 

.2485 i 

1.7671 


1.329 

1.044 

.3906 

.3068 1 

1.9635 

11 

16 

1.608 

1.263 

.4727 

.3712 

1 

2.1598 


1.914 

1.503 1 

.5625 

.4418 

2.3562 

1 it 

2.246 

1.764 ' 

.6602 

.5185 i 

2.5525 

Vs 

2.605 

2.046 1 

.7656 

.6013 ! 

2.7489 

15 

16 

2.990 

2.348 j 

.8789 

.6903 

2.9452 

1 

3.402 

2.672 1 

1.0000 

.7854 

3.1416 

Tt 

3.841 

3.017 

1.1289 

.8866 

3.3379 

Vs 

4.306 

3.382 1 

1.2656 

.9940 

3.5343 


4.798 

3.768 i 

1.4102 

1.1075 

3.7306 


5.316 

4.175 1 

1.5625 

1.2272 ! 

3.9270 


5.861 

4.603 

1.7227 

1.3530 ' 

4.1233 

Vs 

6.432 

5.052 i 

1.8906 

1.4849 

4.3197 

A 

7.030 

5.521 

2.0664 

1.6230 

4.5160 

3 ^ 

7.655 

6.012 1 

2.2500 

1.7671 

4.7124 


8.306 

6.524 i 

2.4414 

1.9175 

4.9087 

^8 

8.984 

7.056 , 

2.6406 

2.0739 

5.1051 

li 

9.688 

7.609 ' 

2.8477 

2.2365 

5.3014 


10.419 

8.183 

3.0625 

2.4053 

5.4978 

it 

11.177 

8.778 

3.2852 

2.5802 

5.6941 

Vs 

11.961 

9.394 

3.5156 

2.7612 

5.8905 

it 

12.772 

10.031 

3.7539 

2.9483 

6.0868 


In the above table one cubic foot is assumed to weigh 490 pounds. 


































JONES & LAUGHLIN STEEL CO. 203 


WEIGHTS AND AREAS 

Square and Round Steel, and also Circumference of 

Round Bai;s 


u 

C ^ 

be 

u ^ 

c/3 

V- <D 

c/3 

u 
o re 

D 

(L> (rt 

<U r- 

w ^ O 

o 

2C W 
c 


c E13 

^ re C 

H 

3^0 

4) 3 O 
> ertx, 

3^0 

(D O 

re 

CO CT 

uB 

<o^ 

^ a- 
c/2 

P 3 O 

Z O P 

>-4 

'■J 2 

2 

13.61 

10.69 

4.0000 

3.1416 

6.2832 

■h 

14.47 

11.36 

4.2539 

3.3410 

6.4795 

Vs 

15.36 

12.06 

4.5156 

3.5466 

6.6759 


16.28 

12.79 

4.7852 

3.7583 

6.8722 

M 

17.22 

13.52 

5.0625 

3.9761 

7.0686 


18.19 

14.29 

5.3477 

4.2000 i 

7.2649 

Vs 

19.19 

15.07 

5.6406 

4.4301 

7.4613 


20.21 

15.87 

5.9414 

4.6664 

7.6576 


21.26 

16.70 

6.2500 

4.9087 

7.8540 


22.34 

17.55 

6.5664 

5.1572 

8.0.503 


23.44 

18.41 

6.8906 

5.4119 

8.2467 

H 

24.57 

19.30 

7.2227 

5.6727 

8.4430 

M 

25.73 

20.21 

7.5625 

5.9396 

8.6394 

it 

26.91 

21.14 

7.9102 

6.2126 

8.8357 

Vs 

28.12 

22.09 

8.2656 

6.4918 

9.0321 

15 

16 

29.36 

23.06 

8.6289 

6.7771 

9.2284 

3 

30.62 

24.05 

9.0000 

7.0686 

9.4248 


31.91 

25.06 

9.3789 

7.3662 

9.6211 

Vs 

33.23 

26.10 

9.7656 

7.6699 

9.8175 


34.57 

27.15 

10.160 

7.9798 

10.014 

M 

35.94 

28.23 

10.563 

8.2958 i 

10.210 


37.33 

29.32 

10.973 

8.6179 

10.407 


38.75 

30.43 

11.391 

8.9462 

10.603 

it 

40.20 

31.57 

11.816 

9.2806 

10.799 


41.68 

32.74 

12.250 

9.6211 

10.996 

A 

43.17 

33.91 

12.691 

9.9678 

11.192 


44.71 

35.12 

13.141 

10.321 

11.388 

it 

46.26 

36.33 

13.598 

10.680 

11.585 

M 

47.84 

37.57 

14.063 

11.045 

11.781 


49.45 

38.84 

14.535 

11.416 

11.977 


51.09 

40.13 

15.016 

11.793 

12.174 

it 

52.75 

41.43 

15.504 

12.177 

12.370 


In the above table one cubic foot is assumed to weigh 490 pounds. 



























204 JONES & LAUGHLIN STEEL CO. 


WEIGHTS AND AREAS 

Square and Round Steel, and also Circumference of 
• Round Bars 


Thickness or 
Diameter 
Inches 

Weight of 
Square Bar 

1 Foot Long 

Weight of 
Round Bar 

1 Foot Long 

Area of 

Square Bar 

Square Inches 

Area of 

Round Bar 

Square Inches 

Circumference 

of Round Bar 

Inches 

4 

54.45 

42.77 

16.000 

12.566 

i 12.566 

Vs 

57.90 

45.47 

17.016 

13.364 

12.959 


61.47 

48.28 

18.063 

14.186 

13.352 


65.13 

51.15 

1 19.141 

15.033 

; 13.744 

3^ 

69.81 

54.83 

20.250 

15.904 

i 14.137 


72.79 

57.17 I 

; 21.391 

16.800 

i 14.530 


76.78 

60.30 

22.563 

17.721 

i 14.923 

Vs 

80.87 

63.52 

1 23.766 

18.665 

I 15.315 

5 

85.08 

66.82 

25.000 

19.635 

15.708 

Vs 

89.38 

70.20 

1 26.266 

20.629 

16.101 

H 

93.80 

73.67 

! 27.563 

21.648 

16.493 

Vs 

98.31 

77.21 

28.891 

22.691 

16.886 


102.94 

80.85 

i 30.250 

23.758 

17.279 


107.67 

84.56 

1 31.641 

24.850 

17.671 

H 

112.52 

88.37 i 

! 33.063 

25.967 

18.064 

Vs 

117.45 

92.25 1 

i 34.516 

27.109 

i 18.457 

6 

122.51 

96.22 1 

36.000 

28.274 

18.850 

Vs 

127.66 

100.26 1 

37.516 

29.465 

19.242 

H 

132.94 

104.41 1 

39.063 

30.680 

i 19.635 

Vs 

138.30 

108.62 

40.641 

i 

31.919' 

1 20.028 


143.78 

112.92 

42.250 

33.183 

20.420 


149.35 

117.30 

43.891 

34.472 

1 20.813 


155.05 

121.78 

45.563 

35.785 

1 21.206 

Vs 

160.84 

125.32 

47.266 

37.122 

21.598 

7 

166.75 

130.97 

49.000 

38.485 

21.991 

Vs 

172.75 

135.68 

50.766 

39.871 

! 22.384 

H 

178.87 

140.48 

52.563 

41.282 

j 22.777 

Vs 

185.08 

145.36 

54.391 

42.718 

23.169 

y2 

191.42 

150.34 

56.250 

44.179 

' 23.562 

Vs 

197.85 

155.39 

58.141 

45.664 

; 23.955 

H 

204.39 

160.53 

60.063 

47.173 

24.347 

Vs 

211.03 

165.74 

1 62.016 

48.707 

1 24.740 


In the above table one cubic foot is assumed to weigh 490 pounds. 







































JONES & LAUGHLIN STEEL CO. 205 


WEIGHTS AND AREAS 

Square and Round Steel, and also Circumference of 

Round Bars 


Thickness or 
Diameter 
Inches 

Weight of 
Square Bar 

1 Foot Long 

i 

Weight of 
Round Bar 

1 Foot Long 

Area of 

Square Bar 

Square Inches 

Area of 

Round Bar 

Square Inches 

Circumference 

of Round Bar 

Inches 

8 

217.78 

171.04 

! 64.000 

50.265 

25.133 

Vs 

224.64 

176.43 

66.016 

51.849 

25.525 

H 

231.61 

181.91 

68.063 

53.456 

25.918 

Vs 

238.68 

187.46 

: 70.141 

55.088 

26.311 


245.86 

193.10 

i 72.250 

i 56.745 

26.704 

Vs 

253.14 

198.82 

74.391 

1 58.426 

27.096 

H 

260.54 

1 204.63 

76.593 

j 60.132 

! 27.489 

Vs 

268.03 

210.51 

' 78.766 

' 61.862 

I 27.882 

9 

275.64 

216.49 

i 81.000 

63.617 

28.274 

Vs 

283.34 

222.54 

83.266 

65.397 

28.667 

H 

291.16 

228.68 

85.563 

67.201 

29.060 

Vs 

299.08 

234.90 

i 87.891 

69.029 

! 29.452 

1 


307.11 

241.20 I 

90.250 

70.882 

29.845 

Vs 

315.24 

247.59 

i 92.641 

72.760 

1 30.238 

H 

323.49 

254.07 

! 95.063 

74.662 

' 30.631 

Vs 

331.83 

260.62 

I 97.516 

76.589 

31.023 

10 

340.29 

267.16 

100.00 

78.540 

i 31.416 

Vs 

348.85 

273.99 

102.52 

80.516 

' 31.809 

H 

357.52 

280.80 

105.06 

82.516 

32.201 

Vs 

366.29 

287.68 

107.64 

84.541 

32.594 

V 

375.17 

294.66 

110.25 

86.590 

32.987 

Vs 

384.15 

301.71 i 

112.89 

88.664 

33.379 

H 

393.25 

308.86 

115.56 

90.763 

33.772 

Vs 

402.44 

316.08 

118.27 

92.886 

34.165 

11 

411.75 

323.39 

121.00 

95.033 

34.558 

Vs 

421.16 

330.78 

123.77 

97.205 

34.950 

H 

430.68 

338.26 

126.56 

99.402 

35.343 

Vs 

440.30 

345.81 

129.39 

101.62 

35.739 

V 

450.03 

353.45 

132.25 

103.87 

36.128 

Vs 

459.87 

361.18 1 

135.14 

106.14 

36.521 

H 

469.81 

368.99 i 

138.06 

108.43 

36.914 

Vs 

479.86 

376.88 ! 

141.02 ! 

110.75 

37.306 


In the above table one cubic foot is assumed to weigh 490 pounds. 

















































20G JONES & LAUGHLIN STEEL CO. 


AVERAGE WEIGHT PER 100 

I 

Round Head Rivets 


Diameter 


Length 


Inches 

3-8 

1-2 

5-8 

1 

3-4 i 

7-8 

_ . 1 

I 

I 1-8 

I 1-4 


5.5 

12.9 

21.9 

29.3 

44.0 

66.6 

93.3 

125.5 


6.3 

14.2 

24.2 

32.4 

48.2 

72.1 

100.4 

135.7 

m 

7.0 

15.6 

26.3 i 

35.6 

52.4 

77.7 

107.1 

144.8 

2 

7.9 

16.9 

28.4 

38.7 

56.7 

83.2 

114.2 

153.0 

2H 

8.7 

18.4 

30.6 

41.8 

61.0 

88.8 

121.4 

162.2 

23 ^ 

9.4 

19.8 

32.8 

45.01 

64.3 

94.4 

128.5 

170.3 

2 M 

10.2 

21.1 

35.0 

48.0' 

69.5 

100.0 

135.7 

179.5 

3 

11.0 

22.5 

37.1 

51.2 

73.7 

105.1 

142.8 

187.7 

3^ 

11.7 

24.0 

39.4 

54.4 

78.0 

111.2 

149.9 

196.9 

^V2 

12.5 

25.3 

41.5 

57.5 

82.3 

116.3 

157.1 

205.0 

m 

13.4 

26.7 

43.7 

60.6 

86.5 

122.4 

164.2 

214.2 

4 

14.1 

28.1' 

45.9 

63.8 

90.8 

127.5 

170.3 

222.4 

4K 

14.9 

29.5 

48.0 

6619 

95.1 

133.6 

177.5 

231.5 

43 ^ 

15.7 

30.9 

50.2 

70.0 

99.3 

138.7 

184.6 

240.7 

4% 

16.5 

32.2 

52.4 

73.1 

104.0 

144.8 

191.8 

248.9 

5 

17.2 

33.7 

54.6 

76.3 

108.1 

149.9 

198.9 

258.1 

5M 

18.1 

35.1 

56.7 

79.4 

112.2 

156.1 

206.0 

266.2 

53 ^ 

18.8 

36.4 

58.9 

82.5 

116.3 

161.2 

213.2 

275.4 

5M 

19.6 

37.8 

61.1 

85.7 

120.4 

166.3 

220.3 

283.6 

6 

20.4 

39.3 

63.2 

88.7 

124.4 

172.4 

227.5 

292.7 

63^ 

21.9 

42.0 

67.6 

95.1 

133.6 

183.6 

240.7 

310.1 

7 

23.5 

44.8 

71.9 

101.3 

141.8 

194.8 

255.0 

327.4 

71/2 

25.1 

47.5 

76.3 

108.1 

149.9 

206.0 

269.3 

344.8 

8 

26.6 

50.4 

80.6 

114.2 

159.1 

217.3 

283.6 

362.1 

83^ 

28.2 

53.1 

85.0 

120.3 

167.3 

227.5 

297.8 

379.4 

9 . 

29.8 

55.9 

89.4 

126.5 

176.5 

238.7 

312.1 

396.8 

93^ 

31.3 

58.8 

93.6 

132.6 

184.6 

249.9 

325.4 

410.1 

10 

32.8 

61.5 

98.0 

138.7 

192.8 

261.1 

339.7 

431.5 

Heads.. 

1.8 

5.8 

11.1 

13.7 

22.6 

38.8 

58.1 

83.6 


In the above table the length is from under the head. 




















































JONES & LAUGHLIN STEEL CO. 207 


AVERAGE WEIGHT PER 100 
Square Head Machine Bolts 


Diameter 


Length 

< 1-4 

1 

5-16 

1 3-8 

7-16 

1-2 

5-8 

3-4 

7-8 

I 

• m 

4.0 

6.8 

10.6 

15.0 

23.9 

40.5 

70.0 



IM 

4.4 

7.3 

> 11.3 

! 16.1 

25.1 

42.7 

73.1 



2 

4.7 

7.8 

12.0 

17.2 

26.3 

44.8 

76.2 



2H 

5.1 

8.4 

1 12.6 

j 18.2 

27.7 

47.0 

79.3 



2H 

5.4 

8.9 

13.3 

! 19.2 

29.0 

49.2 

82.4 

120.5 


2H 

5.8 

9 5 

14.0 

20.2 

30.4 

51.4 

85.5 

124.7 


3 

6.1 

10.0 

14.7 

1 21.2 

31.8 

53.5 

88.7 

128.9 

185.0 


6 8 

11.1 

16.0 

I 23.2 

34.7 

57.9 

95.0 

137.4 

196.0 

4 

7.5 

12.2 

17.4 

, 25 2 

37.5 

62.3 

101.2 

145.8 

207.0 

41^ 

8.2 

13.2 

18.7 

27.2 

40.2 

66.7 

107.5 

159.2 

218.0 

5 

8.9 

14.3 

20.0 

29.1 

43.0 

71.0 

113.7 

167.7 

229.0 

53^ 

9.6 

15.4 

21.4 

31.2 

45.7 

75.4 

120.0 

176.1 

240.0 

6 

10.3 

16.5 

22.8 

33.1 

48.4 

79.8 

126.2 

184.6 

251.0 

OH 

11.0 

17.6 

24.1 

35.1 

51.2 

84.1 

132.5 

193.0 

262.0 

7 

11.7 

18.6 

25.9 

37.1 

54.0 

88.5 

138.7 

201.4 

273.0 

73^ 

12.4 

19.7 

27.7 

39.1 

56.7 

92.9 

145.0 

209.9 

284.0 

8 

13.1 

20.8 

29.5 

41.0 

59.4 

97.2 

151.2 

218.3 

295.0 

9 

• • • • 

.... 

33.1 

45.0 

64.8 

106.0 

163.7 

240.2 

317.0 

10 

• • • • 

.... 

36.7 

49.0 

70.3 

114.7 

176.2 

257.1 

339.0 

11 

• • • • 


40.4 

53.0 

75.8 

123.5 

188.7 

273.9 

360.0 

12 

• • • • 

.... 

44.0 

57.0 

81.3 

132.2 

201.0 

290.0 

382.0 

13 

• • • • 



• • • • 

86.7 

140.7 

213.4 

307.7 

404.0 

14 

• • • • 

.... 1 


* • • • 

92.2 

149.2 

225.9 

324.5 

426.0 

1.5 

• • • • 

.... 

• • • • 

• • • • 

97.7 ! 

157.6 

238.3 

341.4 

448.0 

16 

• • • • 




103.1 

166.1 

250.8 

358.3 

470.0 

17 

.... 

.... 

.... 

• » • • 

108.6 j 

174.6 

263.2 

375,2 

492.0 

18 


.... 1 

.... 


114.1 1 

183.1 

275.6 

392.0 

514.0 

19 

.... 



.... 

119.5 ! 

191.5 

288.1 

408.9 

536.0 

20 

.... 

.... 1 

1 



125.0 1 

200.0 

300.5 

425.8 

'558.0 

Per inch 
addi- 

1.4 

2.2 

3.6 

4.0 

5.5 

8.5 

12.4 

16.9 

22.0 

tional 











APPROXIMATE WEIGHT IN POUNDS 
Nuts and Bolt Heads 


Diameter of Bolt, Inches 


6 

18 

n 

7 


^8 


Weight of H exagon Nut ) 
and Head.t 

.017 

.042 

.057 

.109 

.128 

.267 

.43 

Weight of Square Nut) 
and Head.) 

.021 

.049 

.069 

.120 

.164 

.320 

.55 

Diameter of Bolt, Inches 


1 

IVa 

1J4 


2 

2y2 

Weightof Hexagon Nut) 
and Head.) 

.73 

1.10 

2.14 

3.78 

5.6 

8.75 

17.0 

Weight of Square Nut) 
and Head.j 

.88 

1.31 

2.56 

4.42 

7.0 

10.5 

21.0 






























































































































208 JONES & LAUGHLIN STEEL CO.' 


SIZES AND WEIGHTS, U. S. STANDARD 
Hot Pressed Square Nuts 



' \ 



Dimensions 

X 

X 

(z 3 

2 

U, 

U 



0 H 

lx. 

Cl, X 

° z § 

a; « Z 

U 1 c/: ^ 


z 

biZE OF MOLE 

W 0 


S 

ct 

0 

X 

H 



in 



Yi 

.71 

K 

0.185 

scant 

M 

1.4 

7270 

1 9 
3^ 

.84 

-h 

0.240 

scant 

fs 

2.2 

4700 

11 

16 

.97 


0.294 

scant 

ys 

4.3 

2350 

2 5 
3^ 

1.11 

7 

16 

0.344 

11 

3 2 

TE 

6.1 

1630 

Y 

1.24 

3 ^ 

0.400 

yI scant 


9.0 

1120 

3 1 

3 2 

1.37 


0.454 

2 9 

6-1 

A 

11.2 

890 


1.50 


0.507 

Y full 


15.6 

640 

IM 

1.77 


0.620 

y scant 


26.3 

380 


2.03 

Y 

0.731 

11 scant 

Vs 

35.7 

280 


2.30 

1 

0.837 

1-4- scant 

1 

58.8 

170 


2.56 

lYs 

0.940 

full 

13 ^ 

76.9 

130 

2 

2.83 


1.065 

1^ full 


104.2 

96 

2^ 

3.09 


1.160 

1/^ full 


142.8 

70 

2^ 

3.36 

13 ^ 

1.284 

1/^ full 

W 2 

172.4 

58 

2t^ 

3.62 


1.389 

l|f scant 


227.3 

44 

2M 

3.89 

m 

1.491 

134 scant 

iM 

294.1 

34 

9 15 
-^16 

4.15 


1.616 

1^ scant 


370.4 

27 

33^ 

4.42 

2 

1.712 

Iff scant 

0 

w 

416.7 

24 

3^ 

4.68 

23^ 

1.836 

Ifl scant 

23 ^ 

500.0 

20 

33^ 

4.95 

2M 

1.962 

If^ scant 

234 

588.2 

17 


Note, —Both weights and sizes are for unfinished nuts. 

\ 















































JONES & LAUGHLIN STEEL CO 209 


SIZES AND WEIGHTS, U. S. STANDARD 
Hot Pressed Hexagon Nuts 


1 ^~~ 

I 

1 

it 

i 

I 

I 


Dimensions 

'X, 

z 



U. 

o H 

-3 

u. 

O « 

es 2 

w t/1 5 

a 

b ■* 

u 

X 

H 

Size of Hole 

1 

Size 

Boi 

0^ 

1*1 


.58 

M 

0.185 

^ scant 

K 

1.3 

7615 

1 9 

3 2 

.68 

A 

0.240 

}4: scant 


1.9 

5200 


.79 


0.294 

■|f scant 

K 

3.3 

3000 

25 

3^ 

.90 


0.344 

11 

3^ 


5.0 

2000 

Vs 

1.01 

K 

0.400 

scant 

K 

7.0 

'1430 

3 1 
■3^ 

1.12 


0.454 

2 9 

64 


9.1 

1100 


1.23 


0.507 

Kfuii 

K 

13.5 

740 

IM 

1.44 

M 

0.620 

scant 

K 

22.2 

450 


1.66 

Vs 

0.731 

II scant 

Vs 

32.4 

309 


1.88 

1 

0.837 

41 scant 

1 

46.3 

216 


2.09 

13^ 

0.940 

M full 

IK 

67.6 

148 

2 

2.31 

IK 

1.065 

1^ full 

IK 

90.1 

111 


2.53 

IK 

1.160 

ls\ full 

IK 

117.5 

85 

2« 

2.74 

IK 

1.284 

1A full 

IK 

147.1 

68 

2^ 

2.96 

IK 

1.389 

Ifl scant 

IK 

178.6 

56 

2M 

3.18 

IK 

1.491 

1 }/^ scant 

IK 

250.0 

40 

2it 

3.39 

IK 

1.616 

IK scant 

IK 

285.7 

35 

SVs 

3.61 

2 

1.712 

If 1 scant 

2 

344.8 

29 

3 A 

3.82 

2K 

1.836 

Ifl scant 

2K 

384.6 

26 

By 2 

4.04 

2K 

1.962 

Iff scant 

2K 

434.8 

23 


Note.—B oth weights and sizes are for unfinished nuts. 
































210 JONES & LAUGHLIN STEEL CO. 


UPSET SCREW ENDS 
For Round and Square Bars 


z w 


Round 

Bars 


1 

Square 

Bars 


Diameter of Rou 
OR Side of Squah 
Bar, Inches 

<v 

t/2 

oW ^ 

^ ^ "o 
Sue 
u 

S CC! 

5 

a> re 

U 0) 

U j- 
C/2^ 

^ <4H 

<D ^ 

“ O'-' 

Q 

Tj 

U 

<D , 

22 . o 

re 

a; 

1 ^ 

! ^ 

rH C 

•Ili r'l ^ 
oW;j 

a 2: Oh 

t/3 ^ H-. 

(/i ^ ^ 

*1^ Cw 

u a; <L) 1 

X > 

a ■< o 

V 

(/3 

oW S 

-*-* l" ^ 

a> 5^ 

Ecai 

a 

Q 

^ '0 
<u d 
u <v 

(J u 

33 ° o 
<D O ^ 

c o 

Q e 

73 

j- 

U 

0) . 
o 

d 

<u 

u 

H 

1) t3 ->-> 

> c c 
'lOvi <U 

I. 

stt g i) 
a 

c 

^ *4^ rt 

(/) 

^ S 

U ^ (D % 

a< o 

3^ 

K 

.620 

10 

54 i 

K 

.620 

10 

21 

A 

K 

.620 

10 

21 ! 

K 

.731 

9 

33 


Vs 

.731 

9 

37 : 

1 

.837 

8 

41 

ii 

1 

.837 

8 

48 i 

1 

.837 

8 

17 

H 

1 

.837 

8 

25 1 

IK 

.940 

7 

23 

if 

IK 

.940 

7 

34 

IK 

1.065 

7 

35 

Vs 

i,K 

1.065 

7 

48 

IK 

1.160 

6 

38 

it 

IK 

1.065 

7 

29 

IK 

1.160 

6 

20 

1 

IK 

1.160 

6 

35 

IK 

1.284 

6 

29 

1* 

IK 

1.160 

6 

19 

IK 

1.389 

5K 

34 

IVs 

IK 

1.284 

6 

30 

IK 

1.389 


20 


IK 

1.284 

6 

17 

IK 

1.490 

5 

24 

IK 

IK 

1.389 

5K 

23 

IK 

1.615 

5 

31 


IK 

1.490 

5 

29 

1 

IK 

1.615 

5 

19 

.IVs 

IK 

1.490 

5 

18 1 

2 

1.712 

4K 

22 


IK 

1.615 

5 

26 

2K 

1.837 

4K 

28 

IK 

2 

1.712 

4K 

30 

2.K 

1.837 

4K 

18 

A 

2 

1.712 

4K 

20 

2K 

1.962 

4K 

24 

IK 

2K 

1.837 

4K 

28 

2K 

2.087 

4K 

30 


2K 

1.837 

4K 

18 

2K 

2.087 


20 

m 

2K 

1.962 

4K 

26 

2K 

2.175 

4 

21 

lit 

2K 

1.962 

4K 

17 

2K 

2.300 

4 

26 

IK 

2K 

2.087 

4K 

24 

2K 

2.300 

4 

18 

1 JA 

^ 16 

2K 

2.175 

4 

26 

2H 

2.425 

4 

23 

2 

2K 

2.175 

4 

18 

2K 

2.550 

4 

28 


2K 

2.300 

4 

24 

2K 

2.550 

4 

20 

2K 

2K 

2.300 

4 

17 

3 

2.629 

3K 

20 

\ 

2K 

2.425 

4 

23 

3K 

2.754 

3K 

24 























































JONES & LAUGHLIN STEEL CO. 211 


UPSET SCREW ENDS 
For Round and Square Bars 




Round 

Bars 


Square Bars 

O < c/i 

st! 5 w 
Ox 

(I. c/3 (J 

O 11. Z 
a; 

« W X 

w « < 
Sc/3 35 

meter of Upset 
Screw End 
Inches 

meter of Screw 
:^oot of Thread 
Inches 

; "y 

u 

. 

a O 

re 

1 <v 

ess of Effective 
a of Screw End 
rBar, Per Cent 

meter of Upset 
Screw End 

Inches 

meter of Screw 

<oot of Thread 

Inches 

u 

r* 

1— < 

^ . 

0) O 

'O 

re 

•u 

ess of Effective 
a of Screw End 
r Bar, Per Cent 


a 

Q 

re 

Q 


O <3J D 

X ’i: > I 

O 

re 

Q 

re ^ 

H 

U <l> u 

Z > 

o 


2>^ 

2.550 

4 

28 , 

SVs 

2.754 

3>^ 

18 


2V8 

2.550 

4 

22 ! 

3M 

2.879 

33^ 

22 

2^ 

3 

2.629 

33^ 

23 ! 

3^ 

3.004 

sy 

26 

2t^ 

SVs 

2.754 

33^ 

28 _| 

3^ 

3.004 

3>^ 

19 



2.754 

sy2 

21 i 

33^ 

3.100 

3M 

21 

2^ 

3M 

2.879 

33^ 

26 j 

3^ 

3.225 

3M 

24 

2^ 

SH 

2.879 

33^ 

20 i 

3^ 

3.225 

3K 

19 

2 ii 


3.004 

33^ 

25 

3M 

3.317 

3 

20 

2 ^ 

3^ 

3.004 

33^ 

19 i 

3% 

3.442 

3 

23 

012. 

■^16 

33^ 

3.100 

3M 

22 

SV8 

3.442 

3 

18 

2V8 

3^ 

3.225 

3M 

26 i 

4 

3.567 

3 

21 

^T5 

3^ 

3.225 

3M 

21 

43^ 

3.692 

3 

24 

3 

3M 

3.317 

3 

22 j 

43^ 

3.692 

3 

19 

SVs 

SVs 

3.442 

3 

21 ' 

4^ 

3.923 

2V8 

24 

SH 

4 

3.567 

3 

20 

43^ 

4.028 

2H 

21 

SVs 


3.692 

3 

20 ! 

4^ 

4.153 

2 M 

19 

3K 

4M 

3.798 

2V8 

18 





3^ 

4M 

4.028 

2 M 

23 





SH 

4^ 

4.153 

m 

23 





SVs 

4^ 

4.255 

2V8 

21 






Remarks. —As upsetting reduces the strength of iron, bars having the 
same diameter at root of thread as that of the bar invariably break in the 
screw end, when tested to destruction, without developing the full strength 
of the bar. It is therefore necessary to make up for this loss in strength 
by an excess of metal in the upset screw ends over that in the bar. 

The screw threads in the above table are the Franklin Institute 
standard. 

To make one upset end for 5-inch length of thread, allow G-inch length of 
rod additional. 























































212 JONES & LAUGHLIN STEEL CO. 


STANDARD SCREW THREADS, NUTS AND 

BOLT HEADS 

Recommended by Franklin Institute, December 15, 18G4, and adopted 
by Navy Department of the United States, by the R. R. Master Mechanics’ 
and Master Car-Builders’ Associations, by the Jones & Laughlin Steel 
Company, and by many other of the prominent engineering and mechanical 
establishments of the country. 



Angle of thread 60°. Flat at top and bottom of pitch. 


Diameter 
of Screw 

Threads 
per Inch 

Diameter at 
Root of 
Thread 

Diameter 
of Screw 

Threads 
per Inch 

Diameter at 
Root of 
Thread 


20 

.185 

2 

4K 

1.712 

-A 

18 

.240 

2K 

4K 

1.962 

ys 

16 

.294 

2K 

4 , 

2.176 


14 

.344 

2% 

4 

2.426 


13 

.400 

3 

3K 

2.629 


12 

.454 

3K 

3K 

2.879 

ys 

11 

.507 

3K 

3J4 

3.100 

H 

10 

.620 

3K 

3 

3.317 

Vs 

9 

.731 

4 

3 

3.567 

1 

8 

.837 

4M 

2K 

3.798 


7 

.940 

4K 

2K 

4.028 


7 

1.065 

4M 

2K 

4.256 


6 

1.160 

5 

2K 

4.480 

IK 

6 . 

1.284 

5M 

2K 

4.730 

IK 

5K 

1.389 

5K 

2K ' 

4.953 

iM 

5 

1.491 

5K 

2K 

5.203 

IK 

5 

1.616 

6 

,2M 

5.423 


Nuts and bolt heads are determined by the following rules, which apply 
to both square and hexagon nuts : 

Short diameter of rough nut = 1J4 X diameter of bolt + 54-inch. 

Short diameter of finished nut — X diameter of bolt -j- i^R-inch. 

Thickness of rough nut = diameter of bolt. 

Thickness of finished nut = diameter of bolt — i\-inch. 

Short diameter of rough head = 1% X diameter of bolt + 54-inch. 

Short diameter of finished head = 154 X diameter of bolt -j- i*^-inch. 

Thickness of rough head = 54 short diameter of head. 

Thickness of finished head = diameter of bolt — ^', 5 -inch. 

The long diameter of a hexagon nut may be obtained by multiplying the 
short diameter by 1.1.55 and the long diameter of a square nut by multi¬ 
plying the short diameter by 1.414. 

























JONES & LAUGHLIN STEEL CO. 

213 

WEIGHT PER SUPERFICIAL 

FOOT 

1 

Sheet Iron and Steel 




Weight 


Weight 

Birmingham 

Pounds 

Birmingham 

Pounds 

Gauge 

Iron 

Steel 

Gauge 

Iron 

Steel 

No. 1=.3 

12.12 

12.36 

No. 16=.065 

2.63 

2.68 

“ 2=.284 

11.48 

11.71 

“ 17=.058 

2.34 

2.39 

“ 3=.259 

10.47 

10.68 

“ 18=.049 

1.98 

2.02 

“ 4=.238 

9.62 

9.81 

“ 19=.042 

1.70 

1.73 

“ 5=.22 

8.89 

9.07 

" 20=.035 

1.56 

1.59 

“ 6=.203 

8.20 

8.36 

“ 21=.032 

1.40 

1.43 

“ 7=.18 

7.27 

7.42 

“ 22=.028 

1.25 

1.28 

“ 8=. 165 

6.67 

6.80 

“ 23 =.025 

1.12 

1.14 

“ 9=. 148 

5.98 

6.10 

“ 24=.022 

1. 

1.02 

“ 10=.134 

5.42 

5.53 

“ 25=.02 

.9 

.92 

“ 11=.12 

4.85 

4.95 

“ 26=.018 

.8 

.82 

“ 12=.109 

4.41 

4.50 

" 27=.016 

.72 

.73 

“ 13=.095 

3.84 

3.92 

“ 28=.014 

.64 

.65 

« 14=.083 

3.35 

3.42 

“ 29=.013 

..56 

.57 

“ 15=.072 

2.91 

2.97 

“ 30=.012 

.5 

.51 

f 

Tank Iron 

and Steel 




Weight 


Weight 

Thickness 

Pounds 

Thickness 

PniiMnc 





Inches 

Iron 

Steel 

Inches 

Iron 

Stdel 

3^=. 03125 

1.27 

1.30 

^= .3125 

12.63 

12.88 

t16=.0625 

2.52 

2.57 

^= .375 

15.16 

15.46 

3^2 =.09375 

3.79 

3.87 

.4375 

17.68 

18.03 

y8 =. 125 

5.05 

5.15 

.5 

20.21 

20.61 

3^^=. 15625 

6.32 

6.45 

3^= .5625 

22.73 

23.19 

^=•.1875 

7.58 

7.73 

^= .625 

25.26 

25.77 

3^2 =.21875 

8.84 

9.02 

.75 

30.31 

30.92 

M=.26 

10.10 

10.30 

Vs= .875 

35.37 

36.08 

/^=. 28123 

11.38 

11.61 1 

1 =1 

40.42 

41.23 

The low temperature (as compared with iron) at which steel plates have 

to be finished, causes a slight springing of the rolls, leaving the plate thicker 
in the center. This, combined with greater density, causes steel plates, if 

kept up to full thickness on the edges, to weigh more 

than iron 

Both 

iron and steel over 72 inches wide are apt to run even 

heavier than the 

weights given above. 




















































214 


JONES & LAUGHLIN STEEL CO. 


STANDARD STEAM, GAS AND WATER PIPE 


Not Manufactured by Jones & Laughlin Steel Co. 


i: 

Size in Inches 

1 

Ordinary Pipe 

X Strong 

Pipe 

XX Strong Pipe 

Nominal 
Inside 
Diameter • 

Actual 

Outside 

Diameter 

Weight 
per Foot 

N ominal 
Inside 

1 Diameter 

Actual 

Outside 

Diameter 

Weight 

per Foot 

N ominal 

Inside 

Diameter 

Actual 

Outside 

Diameter 

Weight 

per Foot 

\oo 

.27 

1 

.405 

.24 

.205 

.405 

.29 





.364 

.540 

.42 

.294 

.540 

.54 




H 

.494 

.675 

.56 

.421 

.675 

.74 




A 

}4 

.623 

.84 

.84 

.542 

.84 

1.09 

.244 

.84 

1.70 

H 

.824 

1.05 

1.12 

.736 

1.05 

1.39 

.422 

1.05 

2.44 

l 

1.048 

1.315 

1.67 

.951 

1.315 

2.17 

.587 

1.315 

3.05 

IH 

1.38 

1.66 

2.24 

1.272 

1.66 

3.00 

.885 

1.66 

5.20 


1.611 

1.90 

2.68 

1.494 

1.90 

3.63 

1.088 

1.90 

6.40 

2 

2.067 

2.375 

3 61 

1.933 

2.375 

5.02 

1.491 

2.375 

9.02 


2.468 

2.875 

5.74 

2.315 

2.875 

7.67 

1.755 

2.875 

13.68 

3 

3.067 

3.50 

7.54 

2.892 

3.50 

10.25 

2.284 

3.50 

18.56 


3.548 

4.00 

9.00 

3.358 

4.00 

12.47 

2.716 

4.00 

22.75 

4 

4.026 

4.50 

10.66 

3.818 

4.50 

14.97 

3.136 

4.50 

27.48 


4.508 

5.00 

12.49 

4.28 

5.00 

18.22 

3.564 

5.00 

32.53 

5 

5.045 

5.563 

14.50 

4 813 

5.563 

20.54 

4.063 

5.563 

38.12 

6 

6.065 

6.625 

18.76 

5.75 

6.625 

28.58 

4.875 

6.625 

53.11 

7 

7.023 

7.625 

23.27 

6.625 

7.625 

37.67 

5.875 

7 625 

62.38 

s 

7.982 

8.625 

28.18 

7.625 

8 625 

43.00 

6.875 

8.*625 

71.62 

9 

8.937 

9.625 

33.70 







10 

10 019 

10.75 

40.00 

1 





























































JONES & LAUGHLIN STEEL CO. 

9 

215 

WEIGHT PER CUBIC FOOT OF 

SUBSTANCES 


Average Weight 

Name of Substances 

Pounds 

Aluminum, cast ..... 


160 

Aluminum, rolled .... 


167 

Anthracite, solid, of Pennsylvania 


98 

Anthracite, broken, loose 


54 

Anthracite, broken, moderately shaken 

• • « • 

58 

Anthracite, heaped bushel, loose 


(80) 

Ash, American white, dry 


38 . 

Asphaltum ...... 


87 

Brass (copper and zinc), cast 


504 

Brass, rolled ..... 


524 

Brick, best pressed .... 


150 

Brick, common hard .... 


125 

Brick, soft, inferior .... 


100 

Brickwork, pressed brick 


140 

Brickwork, ordinary .... 


112 

Cement, hydraulic, ground, loose, American Rosendale 

56 

Cement, hydraulic, ground, loose, American Louisville 

50 

Cement, hydraulic, ground, loose, English Portland . 

90 

Concrete ...... 

148 to 160 

Cinder concrete ..... 

98 to 102 

Cherry, dry ...... 


42 

Chestnut, dry ..... 


41 

Clay, potters’, dry .... 


119 

Clay, in lumps, loose .... 


63 

Coal, bituminous, solid 


84 

Coal, bituminous, broken, loose . 


49 

Coal, bituminous, heaped bushel, loose 


(74) 

Coke, loose, of good coal 


26 

Coke, loose, heaped bushel 


(40) 

Copper, cast ..... 


549 

Copper, rolled ..... 


556 

Earth, common loam, dry, loose . 


76 

Earth, common loam, dry, moderately rammed . 

95 

Earth, as a soft flowing mud 


108 

Ebony, dry ....•• 


76 

Elm, dry ....•• 


35 

Flint 


162 

Class, common window 


157 

Gneiss, common. 


168 

















21G JONES & LAUGHLIN STEEL CO. 


WEIGHT PER CUBIC FOOT OF SUBSTANCES 

Average Weight 

Name of Substances 

Pounds 

Gold, cast pure, or 24-carat . . . 


1204 

Gold, pure hammered ...... 


1217 

Grain, at 60 pounds per bushel .... 


48 

Granite ........ 


170 

Gravel, about the same as sand (see Sand) 

Gypsum (plaster of paris) ..... 


142 

Hemlock, dry ....... 


25 

Hickory, dry ....... 


53 

Hornblende, black ...... 


203 

Ice ......... 


58.7 

Iron, cast ........ 


450 

Iron, wrought, purest ..... 


485 

Iron, wrought, average ..... 


480 

Iron, ore . . . . 


175 

Ivory ......... 


114 

Lead ......... 


711 

Lignum-vitae, dry 


83 

Lime, quick, ground, loose, or in small lumps 


53 

Lime, quick, ground, loose, thoroughly shaken . 


75 

Lime, quick, ground, loose, per struck bushel 


(66) 

Limestones and marbles ..... 


168 

Limestones and marbles, loose, in irregular fragments 

96 

Magnesium ........ 


109 

Mahogany, Spanish, dry . .... 


53 

Mahogany, Honduras, dry ..... 


35 

Maple, dry ........ 


49 

Marbles (see Limestones) 

Masonry, of granite or limestone, well dressed . 


165 

Masonry, of mortar rubble . . 


154 

Masonry, of dry rubble, well scabbled . 


138 

Masonry, of sandstone, well dressed . 


144 

Mercury, 32° Fahrenheit . ' . 


849 

Mica ......... 


183 

Mortar, hardened ...... 


103 

Mud, dry^ close ....... 

so 

to 110 

Mud, wet, fluid, maximum ..... 


120 

Oak, live, dry ....... 


59 

Oak, white, dry ....... 


50 

Oak, other kinds ....... 

32 to 45 











. JONES & LAUGHLIN 

STEEL 

CO. 217 

WEIGHT PER CUBIC FOOT 

OF 

SUBSTANCES 

Name of Substances 

Paper . . . . . ' . 



Average Weight 
Pounds 

. 48 to 50 

Petroleum . . . • . 




55 

Pine, white, dry .... 




25 

Pine, yellow. Northern 




34 

Pine, yellow. Southern 




45 

Platinum ..... 




. 1342 

Quartz, common, pure 




. 165 

Resin ...... 




69 

Salt, coarse, Syracuse, N. Y. 




45 

Salt, fine, Liverpool, for table use 




49 

Sand, of pure quartz, dry, loose . 




90 to 106 

Sand, well shaken 




99 to 117 

Sand, perfectly wet 




120 to 140 

Sandstones, fit for building 




. 151 

Shales, red or black 




162 

Silver ....•• 




. 655 

Slate ...... 




. 175 

Snow, freshly fallen 




5 to 12 

Snow, moistened and compacted by 

rain 



15 to 50 

Spruce, dry ... 




25 

Steel ...... 




. 490 

Sulphur ... 




. 125 

Sycamore, dry .... 




37 

Tar . 




62 

Tin, cast ..... 




. 459 

Turf or peat, dry, impressed 




20 to 30 

Walnut, black, dry 




38 

Water, pure rain or distilled at 60° Fahrenheit 


• 

Water, sea ..... 




64 

Wax, bees ..... 




. 60.5 

Zinc or spelter .... 




. 437.5 

Green timbers usually weigh from one-fifth to one-half more than dry. 











218 JONES & LAUGHLIN STEEL CO. 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

CiRCUM. 

Diam. 

Area 

CiRCUM. 

0.0 



4.0 

12.5664 

12.5664 

.1 

.007854 

.31416 

.1- 

13.2025 

12.8805 

.2 

.031416 

.62832 

.2 

13.8544 

13.1947 

.3 

.070686 

.94248 

.3 

14.5220 

13.5088 

.4 

.12566 

1.2566 j 

.4 

15.2053 

13.8230 

.5 

.19635 

1.5708 ; 

.5 

15.9043 

14.1372 

.6 

.28274 

1.8850 ! 

.6 

16.6190 

14.4513 

.7 

.38485 

2.1991 

.7 

17.3494 

14.7655 

.8 

.50266 

2.5133 , 

.8 

18.0956 

15.0796 

.9 

.63617 

2.8274 

.9 

18.8574 

15.3938 

1.0 

.7854 

3.1416 

5.0 

19.6350 

15.7080 

.1 

.9503 

3.4558 1 

.1 

20.4282 

16.0221 

2 

1.1310 

3.7699 1 

.2 

21.2372 

16.3363 

.3 

1.3273 

4.0841 

.3 

22.0618 

16.6504 

.4 

1.5394 

4.3982 

.4 

22.9022 

16.9646 

.5 

1.7671 

4.7124 : 

.5 

23.7583 

17.2788 

.6 

2.0106 

5.0265 1 

.6 

24.6301 

17.5929 

.7 

2.2698 

5.3407 i 

.7 

25.5176 

17.9071 

.8 

2.5447 

5.6549 

.8 

26.4208 

18.2212 

.9 

2.8353 

5.9690 

.9 

27.3397 

18.5354 

2.0 

3.1416 

6.2832 

6.0 

28.2743 

18.8496 

.1 

3.4636 

6.5973 

.1 

29.2247 

19.1637 

.2 

3.8013 

6.9115 

.2 

30.1907 

19.4779 

.3 

4.1548 

7.2257 1 

.3 

31.1725 

19.7920 

.4 

4.5239 

7.5398 : 

.4 

32.1699 

20.1062 

.5 

4.9087 

7.8540 

.5 

33.1831 

20.4204 

.6 

5.3093 

8.1681 I 

.6 

34.2119 

20.7345 

.7 

5.7256 

8.4823 i 

.7 

35.2565 

21.0487 

.8 

6.1575 

8.7965 

.8 

36.3168 

21.3628 

.9 

6.6052 

9.1106 

.9 

37.3928 

21.6770 

3.0 

7.0686 

9.4248 ! 

7.0 

38.4845 

21.9911 

.1 

7.5477 

9.7389 1 

.1 

39.5919 

22.3053 

.2 

8.0425 

10.0531 ! 

.2 

40.7150 

22.6195 

.3 

8.5530 

10.3673 1 

.3 

41.8539 

22.9336 

.4 

9.0792 

10.6814 j 

.4 

43.0084 

23.2478 

.5 

9.6211 

10.9956 

.5 

44.1786 

23.5619 

.6 

10.1788 

11.3097 

.6 

45.3646 

23.8761 

.7 

10.7521 

11.6239 i 

.7 

46.5663 

24.1903 

.8 

11.3411 

11.9381 * 

.8 

47.7836 

24.5044 

.9 

11.9459 

12.2522 1 

.9 

49.0167 

24.8186 


For diameters from to 100, advancing by tenths. 
































JONES & LAUGHLIN STEEL CO. 219 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

CiRCUM. 

Diam. 

Area 

CiRCUM. 

8.0 

50.2655 

25.1327 

! 12.0 

113.0973 

37.6991 

.1 

51.5300 

25.4469 

.1 

114.9901 

38.0133 

.2 

52.8102 

25.7611 

i .2 

116.8987 

38.3274 

.3 

54.1061 

26.0752 

; .3 

118.8229 

38.6416 

.4 

55.4177 

26.3894 

.4 

120.7628 

38.9557 

.5 

56.7450 

26.7035 

.5 

122.7185 

39.2699 

.6 

58.0880 

27.0177 

.6 

124.6898 

39.5841 

.7 

59.4468 

27.3319 

.7 

126.6769 

39.8982 

.8 

60.8212 

27.6460 

.8 

128.6796 

40.2124 

.9 

62.2114 

27.9602 

.9 

130.6981 

40.5265 

9.0 

63.6173 

28.2743 ' 

13.0 

132.7323 

40.8407 

.1 

65.0388 

28.5885 i 

.1 

134.7822 

41.1549 

2 

66.4761 

28.9027 

2 

136.8478 

41.4690 

.3 

67.9291 

29.2168 ‘ 

.3 

138.9291 

41.7832 

.4 

69.3978 

29.5310 

.4 

141.0261 

42.0973 

.5 

70.8822 

29.8451 

.5 

143.1388 

42.4115 

.6 

72.3823 

30.1593 

.6 

145.2672 

42.7257 

.7 

73.8981 

30.4734 

. / 

147.4114 

43.0398 

.8 

75.4296 

30.7876 

.8 

149.5712 

43.3540 

.9 

76.9769 

31.1018 

.9 

151.7468 

43.6681 

10.0 

78.5398 

31.4159 

14.0 

153.9380 

43.9823 

.1 

80.1185 

31.7301 

.1 

156.1450 

44.2965 

.2 

81.7128 

32.0442 

.2 

158.3677 

44.6106 

.3 

83.3229 

32.3584 

! .3 

160.6061 

44.9248 

.4 

84.9487 

32.6726 

.4 

162.8602 

45.2389 

.5 

86.5901 

32.9867 1 

.5 

165.1300 

45.5531 

.6 

88.2473 

33.3009 

.6 

167.4155 

45.8673 

.7 

89.9202 

33.6150 

.7 

169.7167 

46.1814 

.8 

91.6088 

33.9292 

.8 

172.0336 

46.4956 

.9 

93.3132 

34.2434 

.9 

174.3662 

46.8097 

11.0 

95.0332 

34.5575 

15.0 

176.7146 

47.1239 

.1 

96.7689 

34.8717 

i .1 

179.0786 

47.4380 

.2 

98.5203 

35.1858 

1 .2 

181.4584 

47.7522 

.3 

100.2875 

35.5000 

.3 

183.8539 

48.0664 

.4 

102.0703 

35.8142 

.4 

186.2650 

48.3805 

.5 

103.8689 

36.1283 

! .5 

188.6919 

48.6947 

.6 

105.6832 

36.4425 

.6 

191.1345 

49.0088 

.7 

107.5132 

36.7566 

.7 

193.5928 

49.3230 

.8 

109.3588 

37.0708 

^ .8 

196.0668 

49.6372 

.9 

111.2202 

37.3850 

.9 

198.5565 

49.9513 


For diameters from j'g to 1(X), advancing by tenths. 

























220 JONES & LAUGHLIN STEEL CO. 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

CiRCUM. 

Diam. 

Area 

CiRCUM. 

16.0 

201.0619 

50.2655 

20.0 

314.1593 

62.8319 

.1 

203.5831 

50.5796 

.1 

317.3087 

63.1460 

.2 

20.6.1199 

50.8938 

.2 

320.4739 

63.4602 

.3 

208.6724 

51.2080 

.3 

323.6547 

63.7743 

.4 

211.2407 

51.5221 

.4 

326.8513 

64.0885 

.5 

213.8246 

51.8363 

.5 

330.0636 

64.4026 

.6 

216.4243 

52.1504 

.6 

333.2916 

64.7168 

.7 

219.0397 

52.4646 

.7 

336.5353 

65.0310 

.8 

221.6708 

•52.7788 

.8 

339.7947 

65.3451 

.9 

224.3176 

53.0929 

.9 

343.0698 

65.6593 

17.0 

226.9801 

53.4071 

21.0 

346.3606 

65.9734 

.1 

229.6583 

53.7212 

.1 

349.6671 

66.2876 

.2 

232.3522 

54.0354 

.2 

352.9894 

66.6018 

.3 

235.0618 

54.3496 

.3 

356.3273 

66.9159 

.4 

237.7871 

54.6637 

.4 

359.6809 

67.2301 

.5 

240.5282 

54.9779 

.5 

363.0503 

67.5442 

.6 

243.2849 

55.2920 

.6 

366.4354 

67.8584 

.7 

246.0574 

55.6062 

.7 

369.8361 

68.1726 

.8 

248.8456 

55.9203 

.8 

373.2526 

68.4867 

.9 

251.6494 

56.2345 

.9 

376.6848 

68.8009 

18.0 

254.4690 

56.5486 

22.0 

380.1327 

69.1150 

.1 

257.3043 

56.8628 

.1 

383.5963 

69.4292 

.2 

260.1553 

57.1770 

.2 

387.0756 

69.7434 

.3 

263.0220 

57.4911 

.3 

390.5707 

70.0575 

.4 

265.9044 

57.8053 

.4 

394.0814 

70.3717 

.5 

268.8025 

58.1195 

.5 

397.6078 

70.6858 

.6 

271.7164 

58.4336 

.6 

401.1500 

71.0000 

.7 

274.6459 

58.7478 

.7 

404.7078 

71.3142 

.8 

277.5911 

59.0619 

.8 

408.2814 

71.6283 

.9 

280.5521 

59.3761 

.9 

411.8707 

71.9425 

19.0 

283.5287 

59.6903 

23.0 

415.4756 

72.2566 

.1 

286.5211 

60.0044 

.1 

419.0963 

72.5708 

.2 

289.5292 

60.3186 

.2 

422.7327 

72.8849 

.3 

292.5530 

60.6327 

.3 

426.3848 

73.1991 

.4 

295.5925 

60.9469 

.4 

430.0526 

73.5133 

.5 

298.6477 

61.2611 

.5 

433.7361 

73.8274 

.6 

301.7186 

61.5752 

.6 

437.4354 

74.1416 

.7 

304.8052 

61.8894 

.7 

441.1503 

74.4557' 

.8 

307.9075 

62.2035 

.8 

444.8809 

74.7699 

.9 

311.0255 

62.5177 

.9 

448 .6273 

75.0841 


For diameters from y’(j to 100, advancing by tenths. 


































JONES & LAUGHLIN STEEL CO. 221 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

ClKCUM. 

Diam. 

Area 

CiRCUM. 

24.0 

452.3893 

75.3982 

28.0 

615.7522 

87.9646 

.1 

456.1671 

75.7124 

.1 

620.1582 

88.2788 

.2 

459.9606 

76.0265 

.2 

624.5800 

88.5929 

.3 

463.7698 

76.3407 

.3 

629.0175 

88.9071 

.4 

467.5947 

76.6549 

.4 

633.4707 

89.2212 

.5 

471.4352 

76.9690 

.5 

637.9397 

89.5354 

.6 

475.2916 

77.2832 

.6 

642.4243 

89.8495 

.7 

479.1636 

77.5973 

.7 

646.9246 

90.1637 

.8 

483.0513 

77.9115 

.8 

651.4407 

90.4779 

.9 

486.9547 

78.2257 

.9 

655.9724 

90.7920 

25.0 

490.8739 

78.5398 

29.0 

660.5199 

91.1062 

.1 

494.8087 

78.8540 

.1 

665.0830 

91.4203 

.2 

498.7592 

79.1681 

.2 

669.6619 

91.7345 

.3 

502.7255 

79.4823 

.3 

674.2565 

92.0487 

.4 

506.7075 

79.7965 

.4 

678.8668 

92.3628 

.5 

510.7052 

80.1106 

.5 

683.4928 

92.6770 

.6 

514.7185 

80.4248 i 

.6 

688.1345 

92.9911 

.7 

518.7476 

80.7389 i 

.7 

692.7919 

93.3053 

.8 

522.7924 

81.0531 

.8 

697.4650 

93.6195 

.9 

526.8529 

81.3672 

.9 

702.1538 

93.9336 

26.0 

530.9292 

81.6814 

30.0 

706.8583 

94.2478 

.1 

535.0211 

81.9956 

.1 

711.5786 

94.5619 

.2 

539.1287 

82.3097 

• .2 

716.3145 

94.8761 

.3 

543.2521 

82.6239 

.3 

721.0662 

95.1903' 

.4 

547.3911 

82.9380 

.4 

725.8336 

95.5044 

.5 

551.5459 

83.2522 

.5 

730.6167 

95.8186 

.6 

555.7163 

83.5664 

.6 

735.4154 

96.1327 

.7 

559.9025 

83.8805 

.7 

740.2299 

96.4469 

.8 

564.1044 

84.1947 

.8 

745.0601 

96.7611 

.9 

568.3220 

84.5088 

.9 

749.9060 

97.0752 

27.0 

572.5553 

84.8230 

31.0 

754.7676 

97.3894 

.1 

576.8043 

85.1372 

.1 

759.6450 

97.7035 

.2 

581.0690 

85.4513 

o 

• ^ 

764.5380 

98.0177 

.3 

585.3494 

85.7655 

.3 

769.4467 

98.3319 

.4 

589.6455 

86.0796 

.4 

774.3712 

98.6460 

.5 

593.9574 

86.3938 

.5 

779.3113 

98.9602 

.6 

598.2849 

86.7080 

.6 

784.2672 

99.2743 

.7 

602.6282 

87.0221 

. i 

789.2388 

99.5885 

.8 

606.9871 

87.3363 

.8 

794.2260 

99.9026 

.9 

611.3618 

87.6504 

.9 

799.2290 

100.2168 


For diameters from xo to 100, advancing by tenths. 





































222 J O N E S & 

LAUGHLIN STEEL CO. 

AREAS 

AND CIRCUMFERENCES OF CIRCLES 

Diam. 

Area 

CiRCUM. 

Diam. 

Area 

CiRCUM. 

32.0 

804.2477 

100.5310 

36.0 

1017.8760 

113.0973 

.1 

809.2821 

100.8451 

.1 

1023.5387 

113.4115 

.2 

814.3322 

101.1593 

.2 

1029.2172 

113.7257 

.3 

819.3980 

101.4734 

.3 

1034.9113 

114.0398 

.4 

824.4796 

101.7876 

.4 

1040.6212 

114.3540 

.5 

829.5768 

102.1018 

.5 

1046.3467 

114.6681 

.6 

834.6898 

102.4159 

.6 

1052.0880 

114.9823 

.7 

839.8185 

102.7301 

.7 

1057.8449 

115.2965 

.8 

844.9628 

103.0442 

.8 

1063.6176 

115.6106 

.9 

850.1229 

103.3584 

.9 

1069.4060 

115.9248 

33.0 

855.2986 

103.6726 

37.0 

1075.2101 

116.2389 

.1 

860.4902 

103.9867 

.1 

1081.0299 

116.5531 

.2 

865.6973 

104.3009 

o 

• ^ 

1086.8654 

116.8672 

.3 

870.9202 

104.6150 

.3 

1092.7166 

117.1814 

.4 

876.1588 

104.9292 

.4 

1098.5835 

117.4956 

.5 

881.4131 

105.2434 

.o 

1104.4662 

117.8097 

.6 

886.6831 

105.5575 

.6 

1110.3645 

118.1239 

.7 

891.9688 

105.8717 

.7 

1116.2786 

118.4380 

.8 

897.2703 

106.1858 

.8 

1122.2083 

118.7522 

.9 

902.5874 

106.5000 

.9 

1128.1538 

119.0664 

34.0 

907.9203 

106.8142 

38.0 

1134.1149 

119.3805 

.1 

913.2688 

107.1283 

.1 

1140.0918 

119.6947 

.2 

918.6331 

107.4425 

.2 

1146.0844 

120.0088 

.3 

924.0131 

107.7566 

.3 

1152.0927 

120.3230 

.4 

929.4088 

108.0708 

.4 

1158.1167 

120.6372 

.5 

934.8202 

108.3849 

.5 

1164.1564 

120.9513 

.6 

940.2473 

108.6991 

.6 

1170.2118 

121.2655 

.7 

945.6901 

109.0133 

.7 

1176.2830 

121.5796 

.8 

951.1486 

109.3274 

.8 

1182.3698 

121.8938 

.9 

956.6228 

109.6416 

.9 

1188.4724 

122.2080 

35.0 

962.1128 

109.9557 

39.0 

1194.5906 

122.5221 

.1 

967.6184 

110.2699 

.1 

1200.7246 

122.8363 

.2 

973.1397 

110.5841 

.2 

1206.8742 

123.1504 • 

.3 

978.6768 

110.8982 

.3 

1213.0396 

123.4646 

.4 

984.2296 

111.2124 

.4 

1219.2207 

123.7788 

.5 

989.7980 

111.5265 

.5 

1225.4175 

124.0929 

.6 

995.3822 

111.8407 

.6 

1231.6300 

124.4071 

.7 

1000.9821 

112.1549 

.7 

1237.8582 

124.7212 

.8 

1006.5977 

112.4690 

.8 

1244.1021 

125.0354 

.9 

1012.2290 

112.7832 

.9 

1250.3617 

125.3495 

For diameters from 

to 100, advancing by tenths. 







































JONES & LAUGHLIN STEEL CO. 223 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

; Area 

1 CiRCUM. 

Diam. 

Area 

CiRCUM. 

40.0 

1256.6371 

125.6637 

44.0 

1520.5308 

138.2301 

.1 

1262.9281 

125.9779 

.1 

1527.4502 

138.5442 

.2 

4269.2348 

126.2920 

1 .2 

1534.3853 

i 138.8584 

.3 

1275.5573 

126.6062 

.3 

4541.3360 

139.1726 

.4 

1281.8955 

126.9203 

.4 

1548.3025 

139.4867 

.5 

1288.2493 

127.2345 

.5 

1555.2847 

139.8009 

.6 

1294.6189 

127.5487 

.6 

1562.2826 

140.1153 

. i 

1301.0042 

127.8628 

i .7 

1569.2962 

140.4292 

.8 

1307.4052 

128.1770 

.8 

1576.3255 

140.7434 

.9 

1313.8219 

128.4911 

.9 

1583.3706 

141.0575 

41.0 

1320.2543 

128.8053 

45.0 

1590.4313 

141.3717 

.1 

1326.7024 

129.1195 

.1 

1597.5077 

141.6858 

.2 

1333.1663 

129.4336 

.2 

1604.5999 

142.0000 

.3 

1339.6458 

129.7478 

^ .3 

1611.7077 

142.3142 

.4 

1346.1410 

130.0619 

.4 

1618.8313 

142.6283 

.5 

1352.6520 

130.3761 

.5 

1625.9705 

142.9425 

.6 

1359.1786 

130.6903 

.6 

1633.1255 

143.2566 

.7 

1365.7210 

131.0044 

.7 

1640.2962 

143.5708 

.8 

1372.2791 

131.3186 

.8 

1647.4826 

143.8849 

.9 

1378.8529 

131.6327 

1 .9 

1654.6847 

144.1991 

42.0 

1385.4424 

131.9469 

46.0 

1661.9025 

144.5133 

.1 

1392.0476 

132.2611 

.1 

1669.1360 

144.8274 

.2 

1398.6685 

132.5752 1 

.2 

1676.3853 

145.1416 

.3 

1405.3051 

132.8894 

.3 

1683.6502 

145.4557 

.4 

1411.9574 

133.2035 

.4 

1690.9308 

145.7699 

.5 

1418.6254 

133.5177 

.5 

1698.2272 

146.0841 

.6 

1425.3092 

133.8318 

.6 

1705.5392 

146.3982 

.7 

1432.0086 

134.1460 

.7 

1712.8670 

146.7124 

.8 

1438.7238 

134.4602 

.8 

1720.2105 

147.0265 

.9 

1445.4546 

134.7743 

.9 

1727.5697 

147.3407 

43.0 

1452.2012 

135.0885 

47.0 

1734.9445 

147.6550 

.1 

1458.9635 

135.4026 

.1 

1742.3351 

147.9690 

.2 

1465.7415 

135.7168 

.2 

1749.7414 

148.2832 

.3 1 

1472.5352 

136.0310 

.3 

1757.1635 

148.5973 

.4 ; 

1479.3446 

136.3451 

.4 

1764.6012 

148.9115 

.5 

1486.1697 

136.6593 

.5 

1772.0546 

149.2257 


1493.0105 

136.9734 

.6 , 

1779.5237( 

149.5398 

.7 * 

1499.8670 

137.2876 ! 

.7 ! 

1787.0086 

149.8540 

.8 

1506.7393 

137.6018 

.8 : 

1794.5091 

150.1681 

.9 ! 

1513.6272, 

137.9159 i 

.9 1 

1802.0254j 

150.4823 


For diameters from to ItM), advancing by tenths. 
































224 JONES & LAUGHLIN STEEL CO. 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

CiRCUM. 

1 Diam. 

Area 

CiRCUM. 

48.0 

1809.5574 

150.7964 

52.0 

2123.7166 

163.3628 

.1 

1817.1050 

151.1106 

! .1 

2131.8926 

163.6770 

.2 

1824.6684 

151.4248 

1 .2 

2140.0843 

163.9911 

.3 

1832.2475 

151.7389 

i .3 

2148.2917 

164.3053 

.4 

1839.8423 

152.0531 

.4 

2156.5149 

164.6195 

.5 

1847.4528 

152:3672 

.5 

2164.7537 

164.9336 

.6 

1855.0790 

152.6814 

i .6 

2173.0082 

165.2479 

.7 

1862.7210 

152.9956 

! .7 

2181.2785 

165.5619 

.8 

1870.3786 

153.3097 

.8 

2189.5644 

165.8761 

.9 

1878.0519 

153.6239 

.9 

2197.8661 

166.1903 

49.0 

1885.7409 

153.9380' 

‘ 53.0 

2206.1834 

166.5044 

.1 

1893.4457 

154.2522 

.1 

2214.5165 

166.8186 

.2 

1901.1662 

154.5664 

.2 

2222.8653 

167.1327 

.3 

1908.9024 

154.8805 

.3 

2231.2298 

167.4469 

.4 

1916.6543 

155.1947 

.4 

2239.6100 

167.7610 

.5 

1924.4218 

155.5088 

.5 

2248.0059 

168.0752 

.6 

1932.2051 

155.8230 

.6 

2256.4175 

168.3894 

.7 

1940.0042 

156.1372 

•7 

2264.8448 

168.7035 

.8 

1947.8189 

156.4513 

.8 

2273.2879 

169.0177 

.9 

1955.6493 

156.7655 

.9 

2281.7466 

169.3318 

50.0 

1963.4954 

157.0796 

i 54.0 

2290.2210 

169.6460 

.1 

1971.3572 

157.3938 

! .1 • 

2298.7112 

169.9602 

.2 

1979.2348 

157.7080 

.2 

2307.2171 

170.2743 

.3 

1987.1280 

158.0221 

i .3 

2315.7386 

170.5885 

.4 

1995.0370 

158.3363 

1 .4 

2324.2759 

170.9026 

.5 

2002.9617 

158.6504 

.5 

2332.8289 

171.2168 

.6 

2010.9020 

158.9646 

.6 

2341.3976 

171.5310 

.7 

2018.8581 

159.278.7 

.7 

2349.9820 

171.8451 

.8 

2026.8299 

159.5929 

.8 

2358.5821 

172.1593 

.9 

2034.8174 

159.9071 

.9 

2367.1979 

172.4735 

51.0 

2042.8206 

160.2212 

55.0 

2375.8294 

172.7876 

.1 

2050.8395 

160.5354 

.1 

2384.4767 

173.1017 

.2 

2058.8742 

160.8495 

.2 

2393.1396 

173.4159 

.3 

2066.9245 

161.1637 

.3 

2401.8183 

173.7301 

.4 

2074.9905 

161.4779 

.4 

2410.5126 

174.0442 

.5 

2083.0723 

161.7920 

.5 

2419.2227 

174.2584 

.6 

2091.1697 

162.1062 

.6 

2427.9485 

174.6726 

.7 

2099.2829 

162.4203 

.7 

2436.6899 

174.9867 

.8 

2107.4118 

162.7345 

.8 

2445.4471 

175.3009 

.9 

2115.5563 

163.0487 

.9 

2454.2200 

175.6150 


For diameters from to 100, advancing by tenths. 

































JONES & LAUGHLIN STEEL CO. 


225 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

CiRCUM. 

Diam. 

Area 

CiRCUM. 

56.0 

2463.008( 

5 175.9292 

60.0 

2827.433J 

188.4956 

.1 

2471.813( 

) 176.2433 

. .1 

2836.8660 

188.8097 

.2 

2480.633( 

) 176.5575 

.2 

2846.3144 

189.1239 

.3 

2489.468'; 

r 176.8717 

.3 

2855.7784 

189.4380 

.4 

2498.320] 

177.1858 

.4 

2865.2582 

189.7522 

.5 

2507.1875 

177.5000 

.5 

2874.7536 

190.0664 

.6 

2516.0701 

177.8141 

.6 

2884.2648 

1190.3805 

.7 

2524.9687 

178.1283 

.7 

2893.7917 

190.6947 

.8 

2533.883C 

178.4425 

.8 

2903.3343 

191.0088 

.9 

2542.8128 

178.7566 

.9 

2912.8926 

191.3230 

57.0 

2551.7586 

179.0708 

61.0 

2922.4666 

191.6372 

.1 

2560.7200 

179.3849 

.1 

2932.0563 

191.9513 

.2 

2569.6971 

179.6991 

.2 

2941.6617 

192.2655 

.3 

2578.6899 

180.0133 

.3 

2951.2828 

192.5796 

.4 

2587.6985 

180.3274 

.4 

2960.9197 

192.8938 

.5 

2596.7227 

180.6416 

.5 

2970.5722 

193.2079 

.6 

2605.7626 

180.9557 

.6 

2980.2405 

193.5221 

.7 

2614.8183 

181.2699 

.7 

2989.9244 

193.8363 

.8 

2623.8896 

181.5841 

.8 

2999.6241 

194.1504 

.9 

2632.9767 

181.8982 

.9 

3009.3395 

194.4646 

58.0 

2642.0794 

182.2124 

62.0 

3019.0705 

194.7787 

.1 

2651.1979 

182.5265 

.1 

3028.8173 

195.0929 

.2 

2660.3321 

182.8407 

.2 

3038.5798 

195.4071 

.3 

2669.4820 

183.1549 

.3 

3048.3580 

195.7212 

.4 

2678.6476 

183.4690 

.4 

3058.1520 

196.0354 

.5 

2687.8289 

183.7832 

.5 

3067.9616 

196.3495 

.6 

2697.0259 

184.0973 

.6 

3077.78691 

196.6637 

.7 

2706.2386 

184.4115 

. / 

3087.6279! 

196.9779 

.8 

2715.4670 

184.7256 

.8 

3097.48471 

197.2920 

.9 

2724.7112 

185.0398 

.9 

3107.3571j 

197.6062 

59.0 

2733.9710 

185.3540 

63.0 

3117.2453 

197.9203 

.1 

2743.2466 

185.6681 

.1 

3127.1492 

198.2345 

.2 

2752.5378 

185.9823 

.2 

3137.0688 

198.5487 

.3 i 

2761.8448 

186.2964 

.3 

3147.0040 

198.8628 

.4 ^ 

2771.1675 

186.6106 

.4 

3156.9550 

199.1770 

.5 i 

>780.5058 

186.9248 

.5 ; 

^166.9217 

199.4911 

.6 / 

2789.8599 

187.2389 

.6 : 

U76.9043 

199.8053 

.7 2 

2799.2297 

187.5531 

.7 ( 

U86.9023 

200.1195 

.8 2 

2808.6152 

187.8672 

.8 ^ 

U96.9161 

200.4336 

.9 2 

2818.0165 

188.1814 

.9 c 

5206.9456 

200.7478 


For diameters from jL to KM), advancing by tenths. 































































22G 


JONES & LAUGHLIN STEEL CO. 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area i Circum. , 

Diam. 

.. \ - 

Area ! Circum. 

64.0 : 

5216.9909 201.0620 

68.0 

3631.6811 213.6283 

.1 

5227.0518 201.3761 ; 

.1 , 

3642.3704 213.9425 

.2 

5237.1285 201.6902 ^ 

.2 

3653.0754 214.2566 

.3 ' 

5247.2222 202.0044 

.3 

3663.7960 214.5708 

.4 

5257.3289 202.3186 | 

.4 

3674.5324 214.8849 

.5 

3267.4527 202.6327 ! 

.5 

3685.2845 215.1991 

.6 

3277.5922 202.9469 

.6 

3696.0523 215.5133 

.7 

3287.7474 203.2610 

.7 

3706.8359 215.8274 

.8 

3297.9183 203.5752 ' 

.8 

3717.6351 216.1416 

.9 

3308.1049 203.8894 

.9 

3728.4500,216.4556 

65.0 

3318.3072 204.2035 

69.0 

3739.2807 216.7699 

.1 

3328.5253 204.5176 i 

.1 

3750.1270 217.0841 

.2 

3338.7590 204.8318 

.2 

3760.9891 217.3982 

.3 

3349.0085 205.1460 

.3 

3771.8668 217.7124 

.4 i 

3359.2736 205.4602 

.4 

3782.7603 218.0265 

.5 

3369.5545 205.7743 

.5 

3793.6695 218.3407 

.6 

3379.8510 206.0885 

.6 

3804.5944 218.6548 

.7 

3390.1633 206.4026 

.7 

3815.5350 218.9690 

.8 

3400.4913 206.7168 

.8 

3826.4913 219.2832 

.9 

3410.8350 207.0310 

.9 

3837.4633 219.5973 

66.0 

3421.1944 207.3451 

70.0 

3848.4510 219.9115 

.1 

3431.5695 207.6593 

.1 

3859.4544 220.2256 

.2 

3441.9603 207.9734 

.2 

3870.4736 220.5398 

.3 

3452.3669 208.2876 

.3 

3881.5084 220.8540 

.4 

3462.7891 208.6017 

.4 

3892.5590 221.1681 

.5 

3473.2270 208.9159 

.5 

3903.6252 221.4823 

.6 

3483.6807 209.2301 

! .6 

3914.7072 221.7964 

.7 

3494.1500 209.5442 

.7 

3925.8049 222.1106 

.8 

3504.6351 209.8584 

! .8 

3936.9182 222.4248 

.9 

3515.1359 210.1725 

.9 

3948.0473 222.7389 

67.0 

3525.6524 210.4867 

71.0 

3959.1921 223.0531 

.1 

3536.1845 210.8009 

.1 

3970.3526 223.3672 

.2 

3546.7324 211.1150 

.2 

3981.5289 223.6814 

.3 

3557.2960 211.4292 

.3 

3992.7208 223.9956 

• .4 

3567.8754 211.7433 

i .4 

4003.9284 224.3097 

.5 

3578.4704 212.0575 

1 .5 

4015.1518 224.6239 

.6 

3589.0811 212.3717 

.6 

4026.3908 224.9380 

.7 

3599.7075 212.6858 

i! -7 

,4037.6456 225.2522 

.8 

3610.3497 213.0000 

.8 

14048.9160,225.5664 

.9 

3621.0075 213.3141 

1 .9 

4060.2022 225.8805 


For diameters from I’j) to 100, advancing by tenths. 































JONES & LAUGHLIN STEEL CO. 227 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

CiRCUM. 

Diam. 

1 Area 

CiRCUM. 

72.0 

4071.5041 

226.1947 

’ 76.0 

4356.4598 

238.7610 

.1 

4082.8217 

226.5088 

.1 

4548.4057 

239.0752 

.2 

4094.1550 

226.8230 

.2 

4560.3673 

239.3894 

.3 

4105.5040 

227.1371 

! .3 

4572.3446 

239.7035 

A 

4116.8687 

227.4513 

.4 

4584.3377 

240.0177 

.5 

4128.2491 

227.7655 

.5 

4596.3464 

240.3318 

.6 

4139.6452 

228.0796 

.6 

4608.3708 

240.6460 

.7 

4151.0571 

228.3938 

.7 

4620.4110 

240.9602 

.8 

4162.4846 

228.7079 

.8 

4632.4669 

241.2743 

.9 

4173.9279 

229.0221 

.9 

4644.5384 

241.5885 

73.0 

4185.3868 

229.3363 

77.0 

4656.6257 

241.9026 

.1 

4196.8615 

229.6504 

.1 

4668.7287 

242.2168 

.2 

4208.3519 

229.9646 

.2 

4680.8474 

242.5310 

.3 

4219.8579 

230.2787 

.3 

4692.9818 

242.8451 

.4 

4231.3797 

230.5929 

.4 

4705.1319 

243.1592 

.5 

4242.9172 

230.9071 

.5 

4717.2977 

243.4734 

.6 

4254.4704 

231.2212 

.6 

4729.4792 

243.7876 

.7 

4266.0394 

231.5354 

.7 

4741.6765 

244.1017 

.8 

4277.6240 

231.8495 

.8 

4753.8894 

244.4159 

.9 

4289.2243 

232.1637 

' .9 

4766.1181 

244.7301 

74.0 

4300.8403 

232.4779 

78.0 

4778.3624 

245.0442 

.1 

4312.4721 

232.7920 

.1 

4790.6225 

245.3584 

.2 

4324.1195 

233.1062 

.2 

4802.8983 

245.6725 

.3 

4335.7827 

233.4203 

.3 

4815.1897 

245.9867 

.4 

4347.4616 

233.7345 

.4 

4827.4969 

246.3009. 

.5 

4359.1562 

234.0487 

.5 

4839.8198 

246.6150 

.6 

4370.8664 

234.3628 

.6 

4852.1584 

246.9292 

.7 

4382.5924 

234.6770 

.7 

4864.5128 

247.2433 

.8 

4394.3341 

234.9911 

.8 

4876.8828 

247.5575 

.9 

4406.0916 

235.3053 

.9 

4889.2685 

247.8717 

75.0 

4417.8647 

235.6194 

' 79.0 

4901.6699 

248.1858 

.1 

4429.6535 

235.9336 

.1 

4914.0871 

248.5000 

.2 

4441.4580 

236.2478 

1 .2 

4926.5199 

248.8141 

.3 

4453.2783 

236.5619 

.3 

4938.9685 

249.1283 

.4 

4465.1142 

236.8761 

.4 

4951.4328 

249.4425 

.5 

4476.9659 

237.1902 

.5 

4963.9127 

249.7566 

.6 

4488.8332 

237.5044 

.6 

4976.4084 

250.0708 

.7 , 

4500.7163 

237.8186 

.7 

4988.9198 

250.3850 

.8 I 

4512.6151 

238.1327 

.8 

5001.4469 

250.6991 

.9 1 

4524.5296 

238.4469 

.9 

5013.9897 

251.0133 


For diameters from to lUd, advancing by tentlis. 





























228 JONES & LAUGHLIN STEEL CO. 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

CiRCL’M. 

Diam. 

Area 

CiRCUM. 

80.0 

5026.5482 

2.51.3274 

84.0 

5541.7694 

263.8938 

.1 

5039.1225 

251.6416 

.1 

5554.9720 

i 264.2079 

.2 

5051.7124 

251.9557 

.2 

5568.1902 

1264.5221 

.3 

5064.3180 

2.52.2699 

! .3 

5581.4242 

1264.8363 

.4 

5076.9394 

252.5840 

.4 

5594.6739 

1265.1514 

.5 

5089.5764 

252.8982 

I .5 

5607.9392 

1265.4646 

.6 

5102.2292 

253.2124 

.6 

5621.2203 

1265.7787 

.7 

5114.8977 

253.5265 

.7 

5634.5171 

1266.0929 

.8 

'5127.5819 

253.8407 

; .8 

5647.8296 

266.4071 

.9 

5140.2818 

254.1548 

.9 

5661.1578 

i266.7212 

81.0 

5152.9973 

254.4690 

' 85.0 

5674.5017 

267.0354 

.1 

5165.7287 

254.7832 

.1 

5687.8614 

267.3495 

.2 

5178.4757 

255.0973 

.2 

5701.2367 

267.6637 

.3 

5191.2384 

255.4115 

.3 

5714.6277 

267.9779 

.4 

5204.0168 

255.7256 

.4 

5728.0345 

268.2920 

.5 

5216.8110 

256.0398 

.5 

5741.4569 

268.6062 

.6 

5229.6208 

256.3540 

.6 

5754.8951 

268.9203 

.7 

5242.4463 

256.6681 

.7 

5768.3490 

269.2345 

.8 

5255.2876 

256.9823 

.8 

5781.8185 

269.5486 

.9 

5268.1446 

257.2966 

’ .9 

5795.3038 

269.8628 

82.0 

5281.0173 

257.6106 

86.0 

5808.8048 

270.1770 

.1 

5293.9056 

257.9247 

.1 

5822.3215 

270.4911 

.2 

5306.8097 

258.2389 

.2 

5835.8539 

270.8053 

.3 

5319.7295 

258.5531 

.3 

5849.4020 

271.1194 

.4 

5332.6650 

258.8672 ’ 

.4 

5862.9659 

271.4336 

.5 

5345.6162 

259.1814 

.5 

5876.5454 

271.7478 

.6 

5358.5832 

259.4956 

.6 

5890.1407 

272.0619 

.7 

5371.5658 

259.8097 , 

.7 

5903.7516 

272.3761 

.8 

5384.5641 

260.1239 

. .8 

5917.3783 

272.6902 

.9 

5397.5782 

260.4380 

.9 

5931.0206 

273.0044 

83.0 

5410.6079 

260.7522 

87.0 

5944.6787 

273.3186 

.1 

5423.6534 

261.0663 ' 

.1 

5958.3525 

273.6327 

.2 

5436.7146 

261.3805 

.2 

5972.0420 

273.9469 

.3 

5449.7915 

261.6947 

.3 

5985.7472! 

274.2610 

.4 

5462.8840 

262.0088 1 

.4 

5999.4681! 

274.5752 

.5 

5475.9923 

262.3230 

.5 

6013.20471 

274.8894 

.6 1 

5489.1163 

262.6371 

.6 

6026.9570, 

275.2035 

.7 i 

5502.2561 

262.9513 1 

.7 

6040.7250! 

275.5177 

.8 

5515.4115 

263.2655 i 

.8 

6054.5088! 

275.8318 

.9 

5528.5826 

263.5796 

.9 

6068.30821 

276.1460 


For diameters from to KK), advancing by tenths. 







































JONES & LAUGHLIN STEEL CO. 


229 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

CiRCUM. 

88.0 

6082.1234 

276.4602 

.1 

6095.9542 

276.7743 

.2 

6109.8008 

277.0885 

.3 

6123.6631 

277.4026 

.4 

6137.5411 

277.7168 

.5 

6151.4348 

278.0309 

.6 

6165.3442 

278.3451 

.7 

6179.2693 

278.6593 

.8 

6193.2101 

278.9740 

.9 

6207.1666 

279.2876 

89.0 

6221.1389 

279.6017 

.1 

6235.1268 

279.9159 

.2 

6249.1304 

280.2301 

.3 

6263.1498 

280.5442 

.4 

16277.1849 

280.8584 

.5 

6291.2356 

281.1725 

.6 

6305.3021 

281.4867 

.7 

6319.3843 

281.8009 

.8 

6333.4822 

282.1150 

.9 

6347.5958 

282.4292 

90.0 

6361.7251 

282.7433 

.1 

6375.8701 

283.0575 

.2 

6390.0309 

283.3717 

.3 

6404.2073 

283.6858 

.4 

6418.3995 

284.0000 

.5 

6432.6073 

284.3141 

.6 

6446.8309 

284.6283 

.7 

6461.0701 

284.9425 

.8 

6475.3251 

285.2566 

.9 

6489.5958 

285.5708 

91.0 

6503,8822 

285.8849 

.1 

6518.1843 

286.1991 

.2 

6532.5021 

286.5133 

.3 

6546.8356 

286.8274 

.4 

6561.1848 

287.1416 

.5 

6575.5498 

287.4557 

.6 

6589.9304 

287.7699 

.7 

6604.3268 

288.0840 

.8 

6618.7388 

288.3982 

.9 

6633.1666 

288.7124 


Diam. 

Area 

CiRCUM. 

92.0 

6647.6101 

289.0265 

.1 

6662.0692 

289.3407 

.2 

6676.5441 

289.6548 

.3 

6691.0347 

289.9690 

.4 

6705.5410 

290.2832 

.5 

6720.0630 

290.5973 

.6 

6734.6008 

290.9115 

.7 

6749.1542 

291.2256 

.8 

6763.7233 

291.5398 

.9 

6778.3082 

291.8540 

93.0 

6792.9087 

292.1681 

.1 

6807.5250 

292.4823 

.3 

6822.1569 

292.7964 

.3 

6836.8046 

293.1106 

.4 

6851.4680 

293.4248 

.5 

6866.1471 

293.7389 

.6 

6880.8419 

294.0531 

.7 

6895 5524 

294.3672 

.8 

6910.2786 

294.6814 

.9 

6925.0205 

294.9956 

94.0 

6939.7782 

295.3097 

.1 

6954.5515 

295.6239 

.2 

6969.3106 

295.9380 

.3 

6984.1453 

296.2522 

.4 

6998.9658 

296.5663 

.5 

7013.8019 

296.8805 

.6 

7028.6538 

297.1947 

.7 

7043.5214 

297.5088 

.8 

7058.4047 

297.8230 

.9 

7073.3033 

298.1371 

95.0 

7088.2184 

298.4513 

.1 

7103.1488 

298.7655 

.2 

7118.1950 

299.0796 

.3 

7133.0568 

299.3938 

.4 

7148.0343 

299.7079 

.5 

7163.0276 

300.0221 

.6 

7178.0366 

300.3363 

.7 

7193.0612 

300.6504 

.8 

7208.1016 

300.9646 

.9 

7223.1577 

301.2787 


For diameters from jg to 1(X), advancing by tenths. 



































230 J O N E S & L A U’G HLIN STEEL CO. 


AREAS AND CIRCUMFERENCES OF CIRCLES 


Diam. 

Area 

CiRCUM. 

1 Diam. 

Area 

CiRCUM. 

96.0 

7238.2295 

.301.5929 

98.0 

7542.9640 

307.8761 

.1 

7253.3170 

301.9071 

.1 

7558.3656 

308.1902 

.2 

7268.4202 

302.2212 

.2 

7573.7830 

308.5044 

.3 

7283.5391 

302.5354 

.3 

7589.2161 

308.8186 

.4 

7298.6737 

302.8405 

.4 

7604.6648 

309.1327 

.5 

7313.8240 

303.1637 

.5 

7620.1293 

309.4469 

.6 

7328.9901 

303.4779 

.6 

7635.6095 

309.7610 

.7 

7344.1718 

303.7920 

. ( 

7651.1054 

310.0752 

.8 

7359.3693 

304.1062 

.8 

7666.6170 

310.3894 

.9 

7374.5824 

304.4203 

.9 

7682.1444 

310.7035 

97.0 

7389.8113 

.304.7345 

99.0 

7697.6893 

311.0177 

.1 

7405.0559 

305.0486 

.1 

7713.2461 

311.3318 

.2 

7420.3162 

805.3628 

2 

7728.8206 

311.6460 

.3 

7435.5922 

305.6770 

.3 

7744.4107 

311.9602 

.4 

7450.8839 

305.99111 

.4 

7760.0166 

312.2743 

.5 

7466.1913 

306.3053 

.5 

7775.6382 

312.5885 

.6 

7481.5144 

306.6194 

.6 

7791.2754 

312.9026 

.7 

7496.8532 

306.9336 

.7 

7806.9284 

313.2168 

.8 

7512.2078 

307.2478 

.8 

7822.5971 

313.5309 

.9 

7527.5780 

307.5619 

.9 

100.0 

7838.2815 

7853.9816 

313.8451 

314.1593 


For diameters from y\j to KX), advancing by tenths. 


To compute the area or circumference of a diameter greater 
than 100 and less than 1001: 

Take out the area or circumference from table as though 
the number had one decimal, and move the decimal point two 
places to the right for the area, and one place for the circum¬ 
ference. 

Example. —Wanted, the area and circumference of 507. The tabular 
area for 5(3.7 is 2524.0087, and circumference 178.1283. Therefore area for 
507=252400.87 and circumference= 1781.283. 

To compute the area or circumference of a diameter greater 
than 1000: 

Divide by a factor, as 2, 3, 4, 5, etc., if practicable, that will 
leave a quotient to be found in table, then multiply the tabular 
area of the quotient by the square of the factor, or the tabular 
circumference by the factor. 

Example. —-Wanted, the area and circumference of 2100. Dividing by 
3, the quotient is 703, for which the area is 3881.50.84, and the circumference 
2208..54. Therefore area of 2100=388150.84X0=3403357.50 and circumfer- 
ence=2208.54 X 3= 0()25.02. 






















JONES & LAUGHLIN STEEL CO. 231 


RAILROAD SPIKES 


Size Measured 
Under Head 
Inches 


5 X ^ 

5 X3^ 
4^X3^ 
4 XK 
33XX 3 ^ 

4HX t:% 
4 Xt^ 
S/^X 
43^x^ 
4 X^ 
33^X% 
3 X3^ 
23^X3^ 
3 X A 
23^X3^ 


Average Num¬ 
ber PER Keg 
OF 2()0 Pounds 

Number Required 

PER Mile, for Ties 

2 Feet ON Centers, 

4 Spikes per Tie 

Used for 
Rails of 
Weight 
PER Yard 

360 

5920 lbs.=293^ kegs 

45 to 100 

405 

5230 lbs.=26 kegs 

40 to 56 

460 

4606 lbs.=23 kegs 

35 to 40 

475 

4460 lbs.=23y% kegs 

35 to 40 

518 

4080 lbs.=20Y% kegs 

28 to 35 

605 

3515 lbs.= 173 ^ kegs 

24 to 35 

670 

3180 lbs.=153^ kegs 

20 to 30 

690 

3090 lbs.= 153 ^ kegs 

20 to 30 

780 

2730 lbs.=13 f kegs 

20 to 30 

890 

2377 lbs.=12 kegs 

16 to 25 

780 

2730 lbs.=13 f kegs 

16 to 25 

1025 

2044 lbs.=10 4 kegs 

16 to 25 

1250 

1740 lbs.= 83 ^ kegs 

16 to 20 

1380 

1592 lbs.= 8 kegs 

16 to 20 

1650 

1280 lbs.= 6 f kegs 

12 to 16 

1880 

1152 lbs.= 5M kegs 

12 to 16 

2230 

948 lbs.= 43 ^ kegs 

8 to 12 


BOAT SPIKES 


3 ^ inch square, 12 to 
3 ^ inch square, 8 to 
3 ^ inch square, 8 to 
3 ^ inch square, 6 to 
3^g inch square, 4 to 
^ inch square, 4 to 
^ inch square, 3 to 


24 inches in length 
16 inches in length 
16 inches in len^h 
12 inches in length 
12 inches in length 
12 inches in length 
8 inches in length 


TWISTED BARS 


Size of Square 
Bar in Inches 

Number of ' 
Turns PER Foot 

_ . 1 

Elastic Limit 

Ultimate Tensile Strength 

Before 

Twisting 

Twisted 

Increase 
due to 
Twisting 
Per Cent 

Before 

Twisting 

Twisted 

. 

Increase 
due to 
Twisting 
Per Cent 

K 

4 

38400 

78400 

104 

68800 

91200 

32 

Vs 

31^ 

39130 

71160 

82 

61180 

85380 

39 


3 

38600 

66000 

71 

60400 

83200 

38 

% 


39120 

72720 

86 

60080 

81060 

35 

1 

1 

37400 

67500 

80 

61000 

74000 

21 

m 

H 

38250 

62510 

63 

61300 

79270 

29 



















































232 JONES & LAUGHLIN STEEL CO. 


WEIGHTS OF ROLLED STEEL PLATES 


I 

Width, Inches 


Thickness 


Inches 

12 

13 

14 

15 

16 

17 

18 

19 

20 

A 

7.65 

8.28 

8.92 

9.56 

10.2 

10.84 

11.48 

12.1 

12.76 

M 

10.2 

11.05 

11.9 

12.75 

13.6 

14.44 

15.3 

16.16 

17.0 

A 

12.75 

13.81 

14.88 

15.94 

17.0 

18.06 

19.12 

20.2 

21.24 


15.3 

16.58 

17.86 

19.14 

20.4 

21.68 

22.96 

24.25 

25.5 

tV 

17.85 

19.34 

20.82 

22.32 

23.8 

25.28 

26.76 

28.28 

29.75 

y2 

20.4 

22.1 

23.8 

25.5 

27.2 

28.89 

30.6 

32.31 

34.0 

A 

22.95 

24.86 

26.78 

28.7 

30.6 

32.52 

34.44 

36.34 

38.27 


25.5 

27.62 

29.71 

31.88 

34.0 

36.12 

38.25 

40.37 

42.5 


28.05 

30.39 

32.72 

35.06 

37.4 

39.72 

42.08 

44.42 

46.74 

H 

30.6 

33.16 

35.71 

38.26 

40.8 

43.36 

45.92 

48.46 

51.0 

n 

33.15 

35.91 

38.67 

41.43 

44.2 

46.96 

49.72 

52.48 

55.25 

Vs 

35.7 

38.62 

41.65 

44.62 

47.6 

50.6 

53.56 

56.52 

59.5 

H 

38.25 

41.44 

44.63 

47.82 

51.0 

54.2 

57.38 

60.57 

63.76 

1 

40.8 

44.2 

47.63 

51.0 

54.4 

57.8 

61.2 

64.6 

68.0 


43.35 

46.96 

50.57 

54.2 

57.8 

61.4 

65.02 

68.64 

72.25 

IH 

45.9 

49.72 

53.55 

57.37 

61.2 

65.04 

68.85 

72.68 

76.5 

lA 

48.45 

52.48 

56 52 

60.56 

64.6 

68.64 

72.68 

76.72 

80.75 

IH 

51.0 

55.25 

59.5. 

63.76 

68.0 

72.26 

76.5 

80.74 

85.0 

lA 

53.55 

58.02 

62.47 

66.95 

71.4 

75.86 

80.33 

84.8 

89.28 

IVs 

56.1 

60.77 

65.45 

70.12 

74.8 

79.48 

84.15 

88.83 

93.5 

lA’ 

58.65 

63.54 

68.42 

73.32 

78.2 

83.08 

88.0 

92.88 

97.75 

IH 

61.2 

66.3 

71.4 

76.51 

81.6 

86.7 

91.8 

96.9 

102.0 


63.75 

69.06 

74.38 

79.09 

85.0 

90.31 

95.63 

100.9 

106.3 

m 

66.3 

71.83 

77,35 

82.88 

88.4 

93.93 

99.45 

105.0 

110.5 

m 

68.85 

74.58 

80 33 

86.06 

91.8 

97.54 

103.3 

109.0 

114.8 

IM 

71.4 

77.35 

83.3 

89.25 

95.2 

101.5 

107.1 

113.1 

119.0 

m 

73.95 

80.11 

86.28 

92.44 

98.6 104.8 

110.9 

117.1 

123.3 

IVs 

76.5 

82.88 

89.25 

95.63 

102 0 

108.4 

114.8 

121.1 

127.5 

m 

79.05 

85.64 

92.23 

98.81 

105.4 

112.0 

118.6 

125.2 

131.8 

2 

81.6 

88.4 

95.2 

102.0 

108.8 

115.6 

122.4 

129.2 

136.0 













































JONES & LAUGHLIN STEEL CO. .233 


WEIGHTS OF ROLLED STEEL PLATES 


Width, Inches 


21 

22 

23 

24 

25 

26 

1 

27 

28 

29 

30 

13.4 

14.04 

14.64 

16.85 

17.56 

18.22 

18.92 

19.62 

20.32 

21.03 

17.84 

18.69 

19.56 

22.44 

23.39 

24.33 

25.26 

26.18 

27.1 

28.05 

22.32 

23.36 

24.44 

27.56 

27.89 

29.83 

30.97 

32.14 

33.26 

34.43 

26.78 

28.06 

29.36 

32.74 

34.11 

35.48 

36.85 

38.22 

39.56 

40.96 

31.24 

32.72 

34.24 

37.86 

39.43 

41.0 

42.58 

44.15 

45.73 

47.32 

35.7 

37.4 

39.1 

42.82 

44.62 

46.41 

.48.21 

49.98 

51.74 

53.55 

40.16 

42.04 

44.0 

47.99 

49.95 

51.97 

53.97 

55.97 

57.98 

59.98 

44.64 

46.76 

48.88 

53.01 

55.25 

57.45 

59.66 

61.87 

64.06 

66.31 

49.08 

51.4 

53.76 

58.09 

60.49 

62.91 

65.32 

67.73 

70.14 

72.59 

53.56 

56.1 

58.66 

63.34 

65.99 

68.64 

71.29 

73.92 

76.56 

79.21 

58.01 

60.79 

63.53 

68.61 

71.48 

74.34 

77.19 

80.05 

82.9 

85.76 

62.49 

65.44 

68.43 

73.90 

76.99 

80.07 

83.14 

86.22 

89.31 

92.37 

66.96 

70.13 

73.32 

79.18 

82.47 

85.78 

89.08 

92.39 

95.68 

99.99 

71.4 

74.8 

78.2 

84.46 

87.98 

91.5 

95.01 

98.53 

102.1 

105.6 

75.85 

79.48 

83.08 

89.74 

93.48 

97.21 

101.0 

104.7 

108.4 

112.2 

80.33 

84.16 

88.0 

95.01 

98.99 

102.9 

106.9 

110.9 

114.8 

118.7 

84.79 

88.83 

92.88 

100.3 

104.5 

108.6 

112.8 

117.0 

121.2 

125.4 

89.26 

93.52 

' 

97.76 

105.6 

110.0 

114.4 

118.8 

123.2 

127.6 

132.0 

93.72 

98.16 

102.6 

110.9 

115.6 

120.1 

124.7 

129 3 

133.9 

138.6 

98.17 

102.8 

107.5 

116.1 

121.0 

125.8 

130.7 

135.5 

140.3 

145.2 

102.7 

107.5 

112.4 

121.4 

126.5 

131.5 

136.6 

141.6 

146.7 

151.8 

107.1 

112.2 

117.3 

126.7 

132.0 

137.2 

142.5 

147.8 

153.1 

158.4 

111.6 

116.9 

122.2 

1.32.0 

137.5 

143.0 

148.5 

154.0 

159.5 

164.9 

116.0 

121.6 

127.1 

137.2 

143.0 

148.7 

154.4 

160.1 

165.8 

171.6 

120.5 

126.2 

132.0 

142.5 

148.5 

154.4 

160.3 

166.3 

172.2 

178.2 

125.0 1 

130.9 

136.9 

147.8 

154.0 

160.1 

166.3 

172.4 

178.6 

184.1 

129.4 I 

135.6 1 

141.8 

153.1 

159.5 

165.8 

172.2 

178.6 

185.0 

191.4 

133.9 ' 

140.3 ; 

146.5 

158.4 

164.9 

171.6 

178.2 

184.8 

191.4 

198.0 

138.3 

144.9 ! 

151.5 

163.6 

170.5 

177.3 

184.1 

190.9 

197.7 

203.6 

142.8 

149.6 ; 

( 

156.4 

168.9 

176.0 

183.0 

190.0 

197.1 

204.1 

211.1 


Allowances for overweight added to plates 24 inches wide and upwards, 
according to Manufacturers’ Standard Specifications on page 191. 



















































234 JONES & LAUGHLIN STEEL CO. 


WEIGHTS OF ROLLED STEEL PLATES 


Width, Inches 


Inches 

31 

32 

33 

34 

35 

36 

38 

40 

42 

A 

21.73 

22.44 

23.14 

23.85 

24.55 

25.26 

26.62 

28.07 

29.48 

H 

29.0 

29.92 

30.84 

31.77 

32.69 

33.65 

35.55 

37.04 

39 25 

A 

35.57 

36.72 

37.84 

39.0 

40.13 

41.3 

43.62 

45.88 

48.21 


42.31 

43.66 

45.03 

46.39 

47.76 

49.14 

51.87 

54.57 

57.31 


48.89 

50.46 

52.03 

53.6 

55.2 

56.80 

59.95 

63.07 

66.23 

y2 

55.34 

57.12 

58.91 

60.67 

62.48 

64.26 

67.85 

71.4 

74.97 

A 

61.99 

63.98 

65.96 

67.97 

69.97 

70.98 

75.95 

79.99 

83.95 


68.52 

70.72 

72.94 

75.13 

77.33 

79.56 

83.97 

88.44 

92.85 


75.02 

77.43 

79.82 

82.22 

84.66 

87.11 

91.95 

96.75 

101.6 

H 

81.85 

84.47 

87.11 

89.75 

92.43 

95.07 

100.3 

105.6 

110.9 

U 

88.62 

91.48 

94.34 

97.2 

100.1 

102.9 

108.6 

114.4 

120.1 

7 

>8 

95.43 

98.53 

101.6 

104.8 

107.8 

110.9 

117.0 

123.2 

129.4 

if 

102.3 

105.6 

108.9 

112.2 

115.5 

118.8 

125.4 

132.0 

138.6 

1 

109.1 

112.6 

116.1 

119.7 

123.2 

126.7 

133.7 

140.8 

147.8 


115.9 

119.6 

123 4 

127.1 

130.8 

134.6 

142.1 

149.6 

157.0 


122.7 

126.7 

130.7 

134.6 

138.6 

142.5 

150.4 

158.4 

166.3 

lA 

129.5 

133.7 

137.9 

142.1 

146.3 

150.5 

158.8 

106.7 

175.5 

IH 

136.4 

140.8 

145.2 

149.6 

154.0 

158.4 

167,0 

176.0 

184.8 

lA 

143.2 

147.8 

152.4 

157.0 

161.7 

166.2 

175.5 

184.8 

194.0 

m 

150.0 

154 8 

160.7 

164.4 

169.4 

174.2 

183.9 

193.6 

203.3 

lA 

156.8 

161.9 

166.9 

172.0 

177.1 

182.2 

192.3 

202.3 

212.5 

IH 

163.6 

168.9 

174.2 

179.5 

184.8 

190.0 

200.6 

211.1 

221.7 

lA 

170.5 

176.0 

181.5 

186.5 

192.4 

198.0 

208.9 

219.9 

231.0 


177.3 

183.0 

188.7 

194.4 

200.2 

205.9 

218.0 

228.7 

240.2 


184.1 

190.0 

196.0 

201.9 

207.8 

213.8 

225.7 

237.5 

249.4 


190.9 

197.1 

203.2 

209.3 

215.5 

221.7 

234.0 

246.3 

258.6 

m 

197.7 

204.1 

210.5 

216.9 

223.3 

229.6 

242.4 

255.1 

267.9 

VA 

204.6 

211.1 

217.8 

224.3 

231.0 

237.5 

250.7 

263.9 

277.1 

lit 

211.4 

218.2 

225.0 

231.8 

238.7 

245.5 

259.1 

272.7 

286.4 

2 

218.2 

225.2 

232.3 

239.3 

246.3 

253.4 

267.5 

281.5 

295.6 


Allowances for overweight added to plates 24 inches wide and upwards, 
according to Manufacturers’ Standard Specifications on page 191. 


































JONES & LAUGHLTN STEEL CO. 235 


WEIGHTS OF ROLLED STEEL PLATES 


Width in Inches 


44 

i 46 

48 ’ 

50 

52 

54 

56 

58 

60 

30.89 

i 32.22 

33.7 

35.11 

36.43 

37.84 

39.25 

40.66 

42.06 

41.12 

43.02 

44.88 

46.77 

48.66 

50.51 

52.36 

54.21 

56.10 

50.46 

.52.79 

55.13 

57.37 

59.66 

61.95 

64.27 

66.53 

68.86 

60.05 

62.82 

65.48 

68.22 

70,96 

73.7 

76.44 

79.18 

81.92 

69.37 

72.58 

75.73 

78.86 

82.01 

85.16 

88.3 

91.46 

94.64 

78.54 

82.11 

85.68 

89.25 

92.82 

96.43 

99.96 

103.5 

107.1 

87.88 

91.96 

95.97 

99.9 

103.9 

107.9 

111.9 

116.0 

120.0 

97.26 

101.7 

105.1 

110.5 

114.9 

119.3 

123.7 

128.1 

132.6 

106.4 

111.3 

116.2 

121.0 

125.8 

130.6 

135.5 

140.3 

145.2 

116.1 

121.4 

126.7 

132.0 

137.3 

142.6 

147.9 

153.1 

158.4 

125.8 

131.5 

137.2 

143.0 

148.7 

154.4 

160.1 

165.8 

171.5 

135.5 

141.7 

147.8 

154.0 

160.1 

166.3 

172 4 

178.6 

184.7 

145.2 

151.8 

158.4 

164.9 

171.6 

178.2 

184.8 

191.4 

198.0 

154.8 

161.9 

168.9 

176.0 

183.0 

190.0 

197.1 

204.1 

211.1 

164.6 

172.0 

179.5 

187.0 

194.4 

201.9 

209.3 

216.8 

224 3 

174.2 

182.1 

190.0 

198.0 

205.8 

213.8 

221.7 

229.6 

237.5 

183.9 

192.3 

200.6 

208.9 

217.3 

225.7 

234.0 

242.4 

250,7 

193.6 

202.4 

211.1 

219.9 

228. S 

237.6 

246.3 

255.1 

264.0 

203.2 

212.5 

221.7 

230.9 

240.2 

249.4 

258.6 

267.9 

277,2 

212.9 

222.6 

232.4 

241.9 

251.6 

261.3 

271.0 

280.7 

290.3 

222.6 

232.7 

242.8 

253.0 

263.1 

273.2 

283.3 

293.4 

303.5 

232.3 

242.8 

253.8 

263.9 

274.5 

285.1 

295.6 

306.2 

316.7 

241.9 

252.9 

263.9 

274.9 

285.9 

296.9 

307.9 

318.9 

329.9 

251.6 

263.1 

274.5 

285.9 

297.4 

308.8 

320.2 

331.7 

343.1 

261.3 

273.2 

285.0 

296.9 

308.8 

320.7 

332.6 

344.4 

356.3 

271.0 

283.3 

295.6 

307.9 

320.2 

332.6 

344.9 

357.2 

369.5 

280.7 

293.4 

306.1 

318.9 

331.7 

344.4 

357.2 

370.0 

382.7 

290.3 

303.5 

316.7 

329.9 

343.1 

356.3 

369.5 

382.7 

385.9 

300.0 

313.6 

326.3 

340.9 

354.5 

368.2 

381.8 

395.5 

409.1 

309.7 

323.8 

337.8 

351.0 

366.0 

380.1 

394.1 

408.2 

422.3 


Allowances for overweight added to plates 24 inches wide and upwards, 
according to Manufacturers’ Standard Specifications on page 191. 









































236 JONES & LAUtiHLIN STEEL CO. 


RADII OF GYRATION 
Two Equal Legged Angles—Star Section 




Ti- 

I 

I 

I 

fO 

J 

I 


-i—4 


j / 

!<-—& s. 




^6 Tie Plate 


\'a' 


Ll_> 




Radii corresponding to direction of arrows 


byib, Inches 

t 

Inches 

Area 

2 Angles 

W eight 
per Ft. 

2 Angles 

^0 



2 X2 


1.88 

6.4 

.75 

.96 

1.12 


5 

16 

2.30 

8.0 

.74 

.97 

1.15 



2.72 

9.4» 

.73 

.99 

1.17 


3^ 

3.12 

10.6 

.72 

1.00 

1.20 

2>^X23^ 


2.38 

8.2 

.96 

1.16 

1.32 


• 5 ^ 

2.94 

10.0 

.95 

1.17 

1.35 



3.46 

11.8 

.94 

1.18 

1.38 



4.00 

13.6 

.93 

1.20 

1.41 


3^ 

4.50 

15.4 

.92 

1.21 

1.43 

3 X3 


2.88 

9.8 

1.17 

L36 

1.52 



3.56 

12.2 

1.16 

1.37 

1.55 



4.22 

14.4 

1.14 

1.38 

1.59 


1 % 

4.86 

16.6 

1.13 

1.39 

1.61 


3^ 

5.50 

18.8 

1.12 

1.40 

1.64 



6.12 

20.8 

1.11 

1.42 

1.67 



6.72 

23.0 

1.10 

1.43 

1.70 

33^x 33^ 

M 

3.38 

11.6 

1.37 

1.56 

1.72 


A 

4.18 

14.4 

1.36 

1.57 

1.75 



4.96 

17.0 

1.35 

1.58 

1.78 

V 

'h 

5.74 

19.6 

1.34 

1.59 

1.81 



6.50 

22.2 

1.32 

1.60 

1.84 



7.24 

24.8 

1.31 

1.62 

1.87 


% 

7.96 

27.2 

1.30 

1.63 

1.90 








































JONES & LAUGHLIN STEEL CO. 237 


RADII OF GYRATION 
Two Equal Legged Angles—Star Section 




I 

I 

rO 




7 ^ 


•?18 Tic Plate 


I 




Radii corresponding to direction of- arrows 


b y.b, Inches 

t 

Inches 

Area 

2 Angles 

1 Weight 
! per Ft. 

2 Angles 

! 


r-i 

4X4 

fk 

4.80 

16.4 

1.57 

1.78 

1.96 



5.72 

19.6 

1.55 

1.79 

1.98 


ik 

6.62 

22.6 

1.54 

1.80 

2.01 



7.50 

25.6 

1.53 

1.81 

2.04 



8.36 

28.6 

1.51 

1.82 

2.07 



9.22 

31.4 

1.50 

1.83 

2.10 



10.06 

34.2 

1.49 

1.84 

2.13 


y4. 

10.88 

37.0 

1.48 

1.85 

2.16 

5X5 

y% 

7.22 

24.6 

1.96 

2.19 

2.39 



8.36 

28.6 

1.95 

2.20 

2.42 


y 

9.50 

32.4 

1.94 

2.21 

2.45 



10.62 

36.2 

1.92 

2.22 

2.47 



11.72 

40.0 

1.91 

2.23 

2.50 

. 

^ 1 

12.82 

43.6 

1.90 

2.24 

2.53 


M ! 

13.88 

47.2 

1.89 

2.25 

2.56 


^ : 

14.94 

50.8 

1.88 

2.26 

2.59 


Vs i 

1 

15.98 1 

1 

54.4 

1.86 

2.27 

2.62 





























































































JONES & LAUGHLIN STEEL CO., 239 


METRIC CONVERSION TABLE 

Arranged by C. W. Hunt, New York 


Millimetres X . 03937 = inches. 

Millimetres 25.4 = inches 
Centimetres X . 3937 = inches. 

Centimetres -7-2.54= inches. 

Metres X 39.37 = inches. (.Act Congress.) 

Metres X 3.2.S1 = feet. 

Metres X 1.094 = yards. 

Kilometres X .621 = miles. 

Kilometres = 1.6093 = miles. 

Kilometres X 3280.8693 = feet. 

Square millimetres X .00155 = square inches. 

Square millimetres 645.1 = square inches. 

Square centimetres X • 155 = square inches. 

Square centimetres 6.451 = square inches. 

Square metres X 10.764 = square feet. 

Square kilometres X 247.1 = acres. 

Hectare X 2.471 = acres. 

Cubic centimetres -f- 16.383 = cubic inches. 

Cubic centimetres h- 3. 69 = fluid drams (U. S. Phar.). 

Cubic centimetres 29.57 = fluid ounce (U. S. Phar.). 

Cubic metres X 35.315 = cubic feet. 

Cubic metres X 1.308 = cubic yards. 

Cubic metres X 264.2 = gallons (231. cubic inches). 

Litres X 61.022 = cubic inches (Act Congress). 

Litres X 33.84=^ fluid ounces (U. S. Phar.). 

Litres X .2642 = gallons (231. cubic inches). 

Litres -t- 3.78 = gallons (231. cubic inches) 

Litres 28.316 = cubic feet. 

Hectolitres X 3.531 = cubic feet. 

Hectolitres X 2.84= bushels (2150.42 cubic inches). 

Hectolitres X .131 = cubic yards. 

Hectolitres X 26.42 = gallons (231. cubic inches). 

Grammes X 15.432 = grains (Act Congress). 

Grammes -i- 981. = dynes. 

Grammes (water) -t- 29.57 = fluid ounces. 

Grammes -h 28.35= ounces avoirdupois. 

Grammes per cubic centimetre -t- 27.7 = pounds pet cubic inch. 

Joule X .7373 — foot pounds. 

Kilo-grammes X 2.2046 = pounds. 

Kilo-grammes X 35.3 = ounces avoirdupois. 

Kilo-grammes h- 907.2 = tons (2000 pounds). 

Kilo-grammes per square centimetreX 14.223= pounds per square inch. 
Kilo-gram-metres X 7.233= foot pounds. 

Kilo-grammes per metre X .672 = pounds per foot. 

Kilo-grammes per cubic metre X.062 = pounds per cubic foot. 
Kilo-grommes per cheval X 2.235 = pounds per horse-power. 
Kilo-watts X 1.34 = horse-power. 

Watts -t- 74<3. = horse-power. 

Watts X .7373 = foot pounds per second. 

Calorie X 3.968 = B. T. U. 

Cheval vapeur X .9863 = horse-power. 

(Centigrade X 1.8) + 32 = degrees Fahrenheit. 

Franc X . 193= dollars. 

Gravity Paris = 980.94 centimetres per second. 

Tonneau X L 1023 = tons (2000 pounds). 






240 JONES & LAUGHLIN STEEL CO. 


AREAS OF ANGLES AND PLATES 
Plate and Angle Columns 


^ESS OF 

Inches 

(/) 

td ' 

o 

S U2 

^ w 

Area 

Area t 

13-inch Plate 

Area 

14-inch Plate 

NESS OF 

, Inches 

u < 

ej- y 

1 






u < 

= s 

H 

2 Angles 

4 Angles 

1 Plate 

2 Plates' 

1 Plate 

2 Plates 

K S 


C/D 









6X6 

8.72 

1 

17.44 

4.88 

9.76 

5.25 

10.50 


’ife 


10.12 1 

20.24! 

5.69 

11.38 

6.13 

12.26 




11.50 i 

23.00 

6.50 

13.00 

7.00 

14.00 

3^ 



12.88] 

25.76 

7.31 

14.62 

7.88 

15.76 




14.22' 

28.44 

8.13 

16.26 

8.75 

17.50 




15.56 

31.12 

8.94 

17.88 

9.63 

19.26 




16.88 

33.76 

9.75 

19.50 

10.50 

21.00 




18.18 

36.36 

10.56 

21.12 

11.38 

22.76 

it 

l/s 


19.48 

38.96 

11.38 

22.76 

12.25 

24.50 

% 



20.76 

41.52 

12.19 

24.38 

13.13 

26.26 

if 

1 


22.00 

44.00 

13.00 

26.00 

14.00 

28.00 

1 

t2l 

to 







(/) 

0 s 

h) 



Area 

Area 

o K 

t; 

0 

Area 

13-inch Plate 

12-inch Plate 

^ y 

(fi z, 


-5 w 
< X 







w ^ 
z ^ 

< 

IJh ^ 







U <J 

n H 

* Id 

U 

N 

2 Angles 

4 Angles 

1 Plate 

2 Plates 

1 Plate 

2 Plates 

X H 

W 


c« 









6X4 

7.22 

14.44 

4.88 

9.76 

4.50 

9.00 


A 

or 

8.38 

16.76 

5.69 

11.38 

5.25 

10.50 

ire 

3^ 

5X5 

9.50 

19.00 

6.50 

13.00 

6.00 

12.00 

3^ 

'h 


10.62 

21.24 

7.31 

14.62 

6.75 

13.50 


Vs 


11.72 

23.44 

i 8.13 

16.26 

7.50 

15.00 


H 


12.82 

25.64 

1 8.94 

17.88 

8.25 

16.50 

H 



13.88 

27.76 

1 9.75 

19.50 

9.00 

18.00 




14.94 

29.88 

1 10.56 

21.12 

9.75 

19.50 

if 

Vs 


15.98 

31.96 

1 11.38 

22.76 

10.50 

21.00 

Vs 



17.00 

34.00 

12.19 

24.38 

11.25 

!22.50 

if 

1 


18.00 

36.00 

i 13.00 

26.00 

12.00 

1 24.00 

1 

































































JONES & LAUGHLIN STEEL CO. 241 


AREAS OF ANGLES AND PLATES 
Plate and Angle Columns 


Thickness of 
Metal, Inches 

SizE OF Angles 
Inches 

Area 

Area 

12-inch Plate 

Area 

13-inch Plate 

Thickness of 

Metal, Inches! 

2 Angles 

4 Angles 

1 Plate 

2 Plates 

1 Plate I 2 Plates 

1 


6 X 33 ^ 

6.86 

13.78 

4.50 

9.00 

4.88 1 9.76 


ire 


7.94 

15.88 

5.25 

10.50 

5.69 ' 11.38 

1^ 



9.00 

18.00 

6.00 

12.00 

6.50 13.00 

V 2 

A 


10.06 

20.12 

6.75 

13.50 

7.31 j 14.62 

A 



11.10 

22.20 

7.50 

15.00 

8.13 1 16.26 




12.12 

24.24 

8.25 

16.50 

8.94 I 17.88 




13.14 

26.28 

9.00 

18.00 

9.75 19.50 


if 


14.12 

28.24 

9.75 

19.50 

10.56 1 21.12 

if 

Vs 


15.10 

30.20 

10.50 

21.00 

11.38 1 22.76 

Vs 

ii 


16.06 

32.12 

11.25 

22.50 

12.19 ' 24.38 

if 

1 


17.00 

34.00 

12.00 

24.00 

13.00 26.00 

1 


(/) 

X (I] 

0 X 

c/1 Z 

w ^ 

M 

kI 

^ (/> 

, X 

Area 

Area 

10-INCH Plate 

Area 

12-inch Plate 

SESS OF 

, Inches 

U! .J' 

y 

0 ^ 








5 H 
* W 

^ l-H 

(d 

N 

2 Angles 

4 Angles 

1 Plate 

2 Plates 

1 Plate 

2 Plates 



w 









5 X 33 ^ 

5.12 

10.24 

3.13 

6.26 

3.75 

7.50 


Vs 


6.10 

12.20 

3.75 

7.50 

4.50 

9.00 

Vs 

if 


7.06 

14.12 

4.38 

8.76 

5.25 

10.50 

if 



8.00 

16.00 

5.00 

10.00 

6.00 

12.00 

y2 



8.94 

17.88 

5.63 

11.26 

6.75 

13.50 




9.86 

19.72 

6.25 

12.50 

7.50 

15.00 

Vs 

if 


10.76 

21.52 

6.88 

13.76 

8.25 

16.50 

if 



11.64 

23.28 

7.50 

15.00 

9.00 

18.00 


if 


12.50 

25.00 

8.13 

16.26 

9.75 

19.50 

if 

Vs 


13.36 

26.72 

8.75 

17.50 

10.50 

21.00 

Vs 

if 


14.18 

28.36 

9.38 

18.76 

11.25 

22.50 

if 


































































242 


JONES & LAUGHLIN STEEL CO. 


AREAS OF ANGLES AND PLATES 
Plate and Angle Columns 


' r . 
Cl. Cz] 

■ i 



Area, 

8-inch 

Area 10-inch 

75 
tu Cz] 

o X 


Are.\ 

Plate 

Plate 

O X 

tr ^ 

75 Z 

Size of 
Angles 







^ z 
a ^ 

z ^ 

, 







u < 

Inches 







a J 

G < 

td 


2 Angles 

4 Angles 

1 Plate 

2 Plates 

1 Plate 

2 Plates 

5 

<5 









A’ 

5 X 3 

4.82 

9.64 

2.50 

5.00 

3.13 

6.26 

5 

16 


or 

5.72 

11.44 

3.00 

6.00 

3.75 

7.50 


■re 

4 X 4 

6.62 

13.24 

3.50 

7.00 

4.38 

8.76 

16 



7.50 

15.00 

4.00 

8.00 

5.00 

10.00 


A 


8.38 

16.76 

4.50 

9.00 

5.63 

11.26 

9 

16 



9.22 

18.44 

5.00 

10.00 

6.25 

12.50 




10.06 

20.12 

1 5.50 

11.00 

6.88 

13.76 

11 

16 

M 


10.88 

21.76 

6.00 

12.00 

7.50 

15.00 

if 

If 


11.68 

23.36 

6.50 

13.00 

18.13 

16.26 



12.48 

24.96 

7.00 

14.00 

8.75 

17.50 



Thickness of 
Metal, Inches 

Size of 
Angles 
Inches 

Area 

Area, 8-inch 
Plate 

Area 10-inch 
Plate 

Thickness •of 
Metal, Inches 

2 Angles 

4 Angles 

1 Plate 

2 Plates 

1 Plate 

2 Plates 


4 X 3 

4.18 

8.36 

2.50 

5.00 

3.13 

6.26 



or 

4.98 

9.96 

3.00 

6.00 

3.75 

7.50 


re 

W2X3y2 

5.76 

11.52 

3.50 

7.00 

4.38 

8.76 

re 

3 ^ 


6.50 

13.00 

4.00 

8.00 

5.00 

10.00 

3 ^ 

re 


7.26 

14.52 

4.50 

9.00 

5.63 

11.26 

9 

16 



7.98 

15.96 

5.00 

10.00 

6.25 

12.50 




8.68 

17.36 

5.50 

11.00 

6.88 

13.76 

re 



9.38 

18.76 

6.00 

12.00 

7.50 

15.00 


if 


10.06 

20.12 

6.50 

13.00 

8.13 

16.26 

16 

14 


10.72 

21.44 

7.00 

14.00 

8.75 

17.50 

Vs 




































































JONES & LAUGHLIN STEEL CO. 243 


AREAS OF ANGLES AND PLATES 
Plate and Angle Columns 


Thickness of 
Metal, Inches 

Size of 
Angles 
Inches 

Area 

2 Angles 

4 Angles 

1 ^ 

3 KX 3 

3.88 

7.76 



4.60 

9.20 

1 % 


5.32 

10.64 

K 


6.00 

12.00 



6.68 

13.36 



7.36 

14.72 



8.00 

16.00 



8.64 

17.28 

il 


9.26 

18.52 

14 


9.86 

19.72 


Area, 8-inch 
Plate 

Area, 10-inch 
Plate 

ESS OF 

Inches 

1 Plate 

2 Plates 

1 Plate 

2 Plates 

Thickn 

Metal, 

2.50 

5.00 

3.13 

6.26 


3.00 

6.00 

3.75 

7.50 


3.50 

7.00 

4.38 

8.76 


4.00 

8.00 

5.00 

10.00 


4.50 

9.00 

5.63 

11.26 

9 

T6 

5.00 

10.00 

6.25 

12.50 


5.50 

11.00 

6.88 

13.76 

TB 

6.00 

12.00 

7.50 

15.00 

H 

6.50 

13.00 

8.13 

16.26 

if 

7.00 

14.00 

8.75 

17.50 

Vs 


Thickness of 
Metal,' Inches 

Size of 
Angles 
Inches 

Area 

Area, 8-inch 
Plate 

2 Angles 

4 Angles 

1 Plate 

2 Plates 


3 i ^ X 2 K 

2.88 

5.76 

‘ 2.00 

4.00 i 

ITT 

or 

3.56 

7.12 

2.50 

5.00 


3 X 3 

4.22 

8.44 

3.00 

6.00 ‘ 

ire 


4.88 

9.76 

3.50 

7.00 



5.50 

11.00 

4.00 

8.00 



• 6.12 

12.24 

4.50 

9.00 i 



6.72 

13.44 

5.00 

10.00 



7.32 

14.64 

5.50 

11.00 ' 



7.88 1 

15.76 

6.00 

12.00 I 

1 


Area, IO-inxh 
Plate 


1 Plate 

2 Plates 

2.50 

5.00 

3.13 

6.26 

3.75 

7.50 

4.38 

8.76 

5.00 

10.00 

5.63 

11.26 

6.25 

12.50 

6.88 

13.76 

7.50 

15.00 


'X 

u. u 
o X 

^ - 
u < 


5 

16 

1% 

9 

TB' 

li 




































































• 244 JONES & LAUGHLIN STEEL CO. 


AREAS OF ANGLES AND PLATES 
Plate and Angle Columns 


Thickness of 
Metal, Inches 

Size of 
Angles 
Inches 

Area 

Area, 6-inch 
Plate 

Area, 8-inch 
Plate 

Thickness of 
Metal, Inches 

2 Angles 

4 Angles 

1 Plate 

2 Plates 

1 Plate 

2 Plates 


3 X 23 ^ 

2.64 

5.28 

1.50 

3.00 

2.00 

4.00 




3.26 

6.52 

1.88 

3.76 

2.50 

5.00 


H 


3.86 

7.72 

2.25 

4.50 

3.00 

6.00 

K 

ire 


4.44 

8.88 

2.63 

5.26 

3.50 

7.00 

1^ 



5.00 

10.00 

3.00 

6.00 

4.00 

8.00 

3^ 



5.56 

11.12 

3.38 

6.76 

4.50 

9.00 

ire 



6.10 

12.20 

3.75 

7.50 

5 . 0040.00 


ii 

2 ^ X23 ^ 

2.38 

4.76 

1.50 

3.00 

2.00 

4.00 

H 



2.94 

5.88 

1.88 

3.76 

2.50 

5.00 

ife 



3.48 

6.96 

2.25 

4.50 

3.00 

6.00 




4.00 

8.00 

2.63 

5.26 

3.50 

7.00 




4.50 

9.00 

3.00 

6.00 

4.00 

8.00 

3^ 



5.00 

10.00 

3.38 

6.76 

4.50 

9.00 



23^X 2 

2.14 

4.28 

1.50 

3.00 

2.00 

4.00 




2.62 

5.24 

* 1.88 

3.76 

2.50 

5.00 

ire 

^8 


3.10 

6.20 

2.25 

4.50 

3.00 

6.00 


A 


3.56 

7.12 

2.63 

5.26 

3.50 

7.00 

ire 

3^ 


4.00 

8.00 

3.00 

6.00 

4.00 

8.00 

3^ 



4.44 

8.88 

3.38 

' 

6.76 



4.50 

4* 

9.00 

1_ 


I 














































JONES & LAUGHLIN STEEL CO. 


245 


LOGARITHMS OF NUMBERS 


No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

Diff 

10 

0000 

0043 

0086 

0128 

01701 

0212 

0253 

0294 

CO 

o 

1 CO 
CO 

1 o 

40 

II 

0414 

0453 

0492 

0531 

0569 

0607 

0645 

0682 

0719 

0755 

37 

12 

0792 

0828 

0864 

0899 

0934 

0969 

1004 

1038 

1072 

1106 

33 

13 

1139 

1173 

1206 

1239 

1271 i 

1303 

1335 

1367 

1399 

1430 

31 

14 

1461 

1492 

1523 

1553 

1584 

1614 

1644 

1673 

1703 

1732 

29 

15 

1761 

1790 

1818 

1847 

1875 

1903 

1931 

1959 

1987 

2014 

27 

16 

'2041 

2068 

2095 

2122 

2148 

2175 

2201 

2227 

2253 

2279 

25 

17 

2304 

2330 

2355 

2380 

2405 

2430 

2455 

2480 

2504 

2529 

24 

18 

2553 

:2577 

2601 

2625 

2648 

2672 

2695 

2718 

2742 

2765 

23 

19 

2788 

2810 

2833 

2856 

2878 

2900 

2923 

2945 

2967 

2989 

21 

20 

3010 

3032 

3054 

3075 

3096 

3118 

3139 

3160 

3181 

3201 

21 

21 

3222 

3243 

3263 

3284 

3304 

■3324 

3345 

3365 

3385 

3404 

1 20 

22 

3424 

3444 

3464 

3483 

3502 

3522 

3541 

3560 

3579 

3598 

19 

23 

3617 

3636 

3655 

3674 3692 

3711 

3729 

3747 

3766 

3784 

18 

24 

3802 

3820 

3838 

3856 

3874 

!3892 

3909 

3927 

3945 

3962 

17 

25 

3979 

3997 

4014 

4031 

4048 

'4065 

4082 

4099 

4116 

4133 

17 

26 

4150 

4166 

4183 

4200 

4216 , 

j 4232 

4249 

4265 

4281 

4298 

16 

27 

4314 

4330 

4346 

4362 

4378 

i 4393 

4409 

4425 

4440 

4456 

16 

28 

4472 

4487 

4502 

4518 

4533 i 

|4548 

4564 

4579 

4594 

4609 

15 

29 

4624 

4639 

4654 

4669 

4683 

:4698 

1 

4713 

4728 

4742 

4757 

14 

30 

4771 

4786 

4800 

4814 

4829 

4843 

4857 

4871 

4886 

4900 

14 

31 

4914 

4928 

4942 

4955 

4969 

^4983 

4997 

5011 

5024 

5038 

13 

32 

5051 

5065 

5079 

5092 

5105 

5119 

5132 

5145 

5159 

5172 

13 

33 

5185 

5198 

5211 

5224 

5237 

5250 

1 

5263 

5276 

5289 

5302 

13 

34 

5315 

5328 

5340 

5353 

53661 

5378 

5391 

5403 

5416 

5428 

13 

35 

5441 

5453 

5465 

5478 

5490 

5502 

5144 

5527 

5539 

5551 

12 

36 

5563 

5575 

5587 

5599 

5611 : 

5623 

5635 

5647 

5658 

5670 

12 

37 

5682 

5694 

5705 

5717 

5729 

5740 

5752 

5763 

5775 

5786 

12 

38 

5798 

5809 

5821 

5832 

5843 

5855 

5866 

5877 

5888 

5899 

12 

39 

5911 

5922 

5933 

5944 

5955 ^ 

5966 

5977 

5988 

5999 

6010 

11 

No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

Diff. 



































































































240 JONES & LAUGHLIN STEEL CO. 


LOGARITHMS OF NUMBERS 


No. 

0 

1 

2 

3 4 

•5 

6 

7 

8 

9 

Diff. 

40 

6021 

60311 

6042 

6053 6064 

6075 

6085 

6096 

6107 

6117 

11 

41 

6128 : 

6138 ' 

6149 

6160 6170 

6180 

6191 

6201 

6212 

6222 

10 

42 

6232 

6243 

6253 

6263 6274 

6284 

6294 

6304 

6314 

6325 

10 

43 

6335 

6345 

1 

6355 

6365;6375 

6385 

6395 

6405 

6415 

6425 

10 

44 

6435 

6444 

6454 

6464 6474 

6484 

6493 

6503 

6513 

6522 

10 

45 

6532 

6542 

6551 

656 r 6571 

6580 

6590 

6599 

6609 

6618 

10 

46 

6628 

6637 

6646 

6656 6665 

6675 

6684 

6693 

6702 

6712 

9 

47 

6721 

6730 ' 

6739 

6749 6758 

6767 

6776 

6785 

6794 

6803 

9 

48 

6812 

6821 

6830 

6839 6848 

6857 

6866 

6875 

6884 

6893 

9 

49 

6902 

6911 

6920 

6928,6937 

i 

1 

,6946 

. 

6955 

6964 

6972 

6981 

9 

50 

6990 

6998 

7007 

7016 7024 

7033 

7042 

7050 

7059 

7067 

9 

51 

7076 

7084 

7093 

7101 7110 

7118 

7126 

7135 

7143 

7152 

8 

52 

7160 

7168 

7177 

7185 7193 

7202 

7210 

7218 

7226 

7235 

8 

53 

7243 

7251 

7259 

7267 72751 

1 ' 

7284 

7292 

7300 

7308 

7316 

8 

54 

7324 

7332 

7340 

7348 ! 7356 i 

7364 

7372 

7380 

7388 

7396 

8 

55 

7404 

7412 

7419 

74277435 

7443 

7451 

7459 

7466 

7474 

8 

56 

7482 

7490 

7497 

7505 : 7513 ' 

1 

7520 

7528 

7536 

7543 

7551 

8 

57 

7559 

7566 

7574 

7582 ' 7589 , 

7597 

7604 

7612 

7619 

7627 

i 

58 

7634 

7642 

7649 

76577664 

7672 

7679 

7686 

7694 

7701 

8 

59 

7709 

7716 

7723 

7731 7738 , 

17745 

7752 

7760 

7767 

7774 

8 

60 

7782 

7789 

7796 

7803 7810 

7818 

7825 

7832 

7839 

7846 

7 

61 

7853 

7860 

7868 

I 

7875 : 7882 ' 

7889 

7896 

7903 

7910 

7917 

i 

62 

7924 

7931 

7938 

79457952 , 

7959 

7966 

7973 

7980 

7987 

6 

63 

7993 

8000 

8007 

8014 8021 ; 

18028 

8035 

8041 

8048 

8055 

7 

64 

8062 

8069 

8075 

8082 8089 

,8096 

8102 

8109 

8116 

8122 

i 

65 

8129 

8136 

8142 

8149 8156 

i 8162 

8169 

8176 

8182 

8189 

6 

66 

8195 

8202 

8209 

82158222 

8228 

8235 

8241 

8248 

|8254 

, 7 

67 

8261 

i 8267 

8274 

8280,8287 

18293 

,8299 

8306 

8312 

!8319 

1 

i 6 

68 

8325 

[8331 

8338 

8344 8351 

,8357 

8363 

8370 

8376 

i 8382 

6 

69 

8388 

18395 

1 

8401 

840718414 

18420 

8426 

8432 

8439 

18445 

1 

: 6 

No. 

0 

1 

2 

3 4 

5 

6 

7 

8 

9 

Diff. 



















































































JONES & LAUGHLIN STEEL CO, 


247 


LOGARITHMS OF NUMBERS 


No. 

0 

1 

2 

3 

4 

5 

6 

1 

7 

1 S 

9 

Diff. 

70 

18451 

8457 

8463 

8470 

!8476 

1 "" ~ 

18482 

8488 

8494 

8500 

8506 

7 

71 

8513 

8519 

8525 

8531 

8537 

8543 

8549 

8555 

8561 

8567 

6 

72 

8573 

8579 

8585 

8591 

8597 

18603 

8609 

8615 

8621 

8627 

6 

73 

8633 

8639 

8645 

8651 

8657 

8663 

8669 

\ 

8675 

8681 

8686 

6 

74 

18692 

8698 

8704 

8710 

8716 

8722 

8727 

8733 

8739 

8745 

6 

75 

18751 

8756 

8762 

8768 

8774 

'8779 

8785 

8791 

8797 

8802 

6 

76 

8808 

8814 

8820 

'8825 

8831 

8837 

8842 

8848 

8854 

8859 

6 

77 

*8865 

8871 

8876 

8882 

8887 

8893 

8899 

8904 

8910 

8915 

6 

78 

8921 

8927 

8932 

8938 

8943 

8949 

8954 

8960 

8965 

8971 

5 

79 

8976 

8982 

8987 

8993 

8998 

9004 

1 

9009 

9015 

9020 

9025 

6 

80 

9031 

9036 

9042 

9047 

9053 

9058 

9063 

9069 

9074 

9079 

6 

81 

9085 

9090 

9096 

9101 

9106 

’9112 

9117 

9122 

9128 

9133 

5 

82 

9138 

9143 

9149 

9154 

9159 

9165 

9170 

9175 

9180 

9186 

5 

83 

9191 

9196 

9201 

9206 

9212 

j 9217 

9222 

9227 

9232 

9238 

5 

84 

9243 

9248 

9253 

9258 

9263 

:9269 

9274 

9279 

9284 

9289 

5 

85 

9294 

9299 

9304 

9309 

9315 

i 9320 

9325 

9330 

9335 

9340 

5 

86 

9345 

9350 

9355 

9360 

9365 

19370 

9375 

9380 

9385 

9390 

5 

87 

9395 

9400 

9405 

9410 

9415 

9420 

9425 

9430 

9435 

9440 

5 

88 

9445 

9450 

9455 

9460 

9465 ' 

9469 

9474 

9479 

9484 

9489 

5 

89 

9494 

9499 

9504 

9509 

9513 

] 

19518 

1 

9523 

9528 

9533 

9538 

4 

90 

9542 

9547 

9552 

9557 

9562 

9566 

9571 

9576 

9581 

^586 

4 

91 

9590 

9595 

9600 

9605 

9609 

9614 

9619 

9624 

9628 

9633 

5 

92 

9638 

9643 

9647 

9652 

9657 

9661 

9666 

9671 

9675 

9680 

5 

93 

9685 

9689 

9694 

9699 

9703 

9708 

9713 

9717 

9722 

9727 

4 

lu 

4 

94 

9731 

9736 

9741 

9745 

9750 

9754 

9759 

9763 

9768 

9773 

95 

9777 

9782 

9786 

9791 

9795 

9800 

9805 

9809 

9814 

9818 

5 

96 

9823 

9827 

9832 

9836 

9841 

9845 

9850 

9854 

9859 

9863 

5 

97 

98681 

9872 

9877 

9881 

9886 

9890 

9894 

9899 

9903 

9908 

4 

98 i 

9912 

9917 

9921 

9926 

9930 

9934 

9939 

9943 

9948 

9952 

4 

99 1 

9956 

9961 

9965 , 

I 

9969 

9974 ! 

9978 

9983 

9987 

9991 

9996 

4 

No. 

0 

1 

2 

1 

3 

4 

5 

6 

7 

8 

9 

Diff. 


























































248 JONES & LAUGHLIN STEEL CO. 


NATURAL SINES , TANGENTS AND SECANTS 
Advancing by 10 Minutes 


1 

Degrees ! 

Minutes 

Sine 

Tangent 

1 

Secant 

Degrees 

1 

-1 

Minutes 

Sine 

, 1 

Tangent 

Secant 

!i 
11 

0 

00 

.0000 

.0000 

1.0000 

5 

00 

1 .0872 

.0875 

1.0038 


' 10 

.0029 

.0029 

1.0000 

! 

;io 

.0901 

.0904 

1.0041 


20 

.0058 

.0058 

1.0000 

1 

1 

20 

.0929 

.0934 

1.0043 


30 

.0087 

.0087 

1.0000 

i 

30 

.0958 

.0963 

1.0046 


40 

.0116 

.0116 

1.0001 


40 

.0987 

.0992 

1.0049 


50 

.0145 

.0145 

1.0001 

i 

50 

.1016 

.1022 

1.0052 

1 

00 

.0175 

.0175 

1.0002 

6 

00 

.1045 

.1051 

1.0055 


10 

.0204 

.0204 

1.0002 

! 

10 

.1074 

.1080 

1.0058 


20 

.0233 

.0233 

1.0003 

! 

20 

.1103 

.1110 

1.0061 


30 

.0262 

.0262 

1.0003 


30 

.1132 

.1139 

1.0065 


40 

.0291 

.0291 

1.0004 


40 

.1161 

.1169 

1.0068 


50 

.0320 

.0320 

1.0005 


50 

.1190 

.1198 

1.0072 

2 

00 

.0349 

.0349 

1.0006 

! 7 

00 

.1219 

.1228 

1.0075 


10 

.0378 

.0378 

1.0007 

! 

10 

.1248 

.1257 

1.0079 


20 

.0407 

.0407 

1.0008 

1 

: 

20 

.1276 

.1287 

1.0082 


30 

.0436 

.0437 

1.0010 

1 

30 

.1305 

.1317 

1.0086 


40 

.0465 

.0466 

1 . 0011 ! 

i 

40 

.1334 

.1346 

1.0090 


50 

.0494 

.0495 

1 . 0012 ; 

I 

50 

.1363 

.1376 

1.0094 

3 

00 

.0523 

.0524 

1 . 0014 ! 

; 8 

00 

.1392 

.1405 

1.0098 


10 

.0552 

.0553 

1.0015 

1 

i 

10 

.1421 

.1435 

1.0102 


20 

.0581 

.0582 

1.0017 

i 

20 

.1449 

.1465 

1.0107 


30 

.0610 

.0612 

1.0019 


30 

.1478 

.1495 

1.0111 


40 

.0640 

.0641 

1 . 0021 ! 


40 

.1507 

.1524 

1.0116 


50 

.0669 

.0670 

1.0022 


50 

.1536 

.1554 

1.0120 

4 

00 

.0698 

.0699 

1 . 0024 ! 

9 

00 

.1564 

.1584 

1.0125 


10 

.0727 

.0729 

1.0027 


10 

.1593 

.1614 

1.0129 


20 

.0756 

.0758 

1.0029 

i 


20 

.1622 

.1644 

1.0134 


30 

.0785 

.0787 

1.0031 


30 

.1650 

.1673 

1.0139 


40 

.0814 

.0816 

1 . 0033 ! 


40 

.1679 

.1703 

1.0144 


50 

.0843 

.0846 

1.0036 


50 

-.1708 

.1733 

1.0149 
































































JONES & LAUGHLIN STEEL CO. 


249 


NATURAL SINES, TANGENTS AND SECANTS 
Advancing by 10 Minutes 


1 Minutes 

Sine ' 

; 1 

i 

Tangent 

i 

Secant 

Degrees 

Minutes 

Sine 

j 

Tangent ! 

i 

Secant 

0 00 

.1736 

1 .1763 

1.0154 

i 15 

00 

.2588 

.2679 

! 1.0353 

10 

.1765 

1 .1793 

1.0160 

i 

10 

.2616 

.2711 

1 1.0361 

20 

.1794 

.1823 

1.0165 

i 

20 

.2644 

.2742 

1.0369 

30 

.1822 

.1853 

1.0170 

! 

i 

30 

.2672 

.2773 

1.0377 

40 

.1851 

1 .1883 

1.0176 

1 

40 

.2700 

.2805 

1.0386 

50 

.1880 

1 .1914 

1.0181 


50 

.2728 

.2836 

1.0394 

1 i 00 

.1908 

.1944 

1.0187 

16 

00 

.2756 

.2867 

1.0403 

10 

.1937 

.1974 

1.0193 


10 

.2784 

.2899 

1.0412 

20 

.1965 

.2004 

1.0199 

1 

20 

.2812 

.2931 

1.0421 

30 

.1994 

.2035 

1.0205 

! 

30 

.2840 

.2962 

1.0429 

40 

.2022 

.2065 

1.0211 


40 

.2868 

.2994 

1.0439 

50 

.2051 

.2095 

1.0217 

i 

1 * 

50 

.2896 

.3026 

1.0448 

1 00 

.2079 

.2126 

1.0223 

1 

17 

00 

.2924 

.3057 

1.0457 

10 

.2108 

.2156 

1.0230 


10 

.2952 

.3089 

1.0466 

20 

.2136 

.2186 

1.0236 

i 


20 

.2979 

.3121 

1.0476 

30 

.2164 

.2217 

1.0243^ 


30 

.3007 

.3153 

1.0485 

40 

.2193 

.2247 

1.0249 


40 

.3035 

.3185 

1.0495 

50 

.2221 

.2278 

1.0256i 


50 

.3062 

.3217 

1.0505 

00 

.2250 

.2309 

1.0263! 

18 

00 

.3090 

.3249 

1.0515 

10 

.2278 

.2339 

1.02701 


10 

.3118 

.3281 

1.0525 

20 

.2306 

.2370 

1.0277: 

1 


20 

.3145 

.3314 

1.0535 

30 

.2334 

.2401 

1.0284' 


30 

.3173 

.3.346 ! 

1.0545 

40 

.2363 

.2432 

1.02911 


40 

.3201 

.3378 ! 

1.0555 

50 

.2391 i 

.2462 

1.0299' 


50 

.3228 

.3411 

1.0566 

00 

1 

.2419 i 

.2493 

1.0306 

19 

00 

.3256 

.3443 

1.0576 

10 

.2447! 

.2524 

1.0314 


10 

.3283 

.3476 

1.0587 

20 

.2476 

.2555 

1.0321i 


20 

.3311 

.3508 

1.0598 

30 

.2.5041 

.2586 

1.0329 


30 

.3338 

.3541 

1.0608 

40 

.2532 I 

.2617 

l.0337|i 


40 

.3365 

.3574 

1.0619 

50 

.2560, 

.2648 

1.034511 

1 1 


50 

.3393 

.3607 

1.0631 








































































250 JONES & LAUGHLIN STEEL CO. 


NATURAL SINES, TANGENTS AND SECANTS 
Advancing by 10 Minutes 


Degrees 

Minutes 

Sine 

Tangent 

Secant 

Degrees 

Minutes 

Sine: 

Tangent 

Secant 

20 

00 

.3420 

.3640 

1.0642 

25 

00 

.4226 

.4663 

1.1034 


10 

.3448 

.3673 

1.0653 


10 

.4253 

.4699 

1.1049 


20 

.3475 

.3706 

1.0665 

i 

20 

.4279 

.4734 

1.1064 


30 

.3502 

.3739 

1.0676 

' 

30 

.4305 

.4770 

1.1079 


40 

.3529 

.3772 

1.0688 

1 

40 

.4331 

.4806 

1.1095 


50 

.3557 

.3805 

1.0700 


50 

.4358 

.4841. 

1.1110 

21 

00 

.3584 

.3839 

1.0711 

26 

00 

.4384 

.4877 

1.1126 


10 

.3611 

.3872 

1.0723 

i 

10 

.4410 

.4913 

1.1142 


20 

.3638 

.3906 

1.0736 

1 

20 

.4436 

.4950 

1.1158 


30 

.3665 

.3939 

1.0748 

i 

30 

.4462 ' 

.4986 

1.1174 


40 

.3692 

.3973 

1.0760 

1 

40 

.4488 

.5022 

1.1190 


50 

.3719 

.4006 

1.0773 

1 

50 

.4514 

.5059 

1.1207 

22 

00 

.3746 

.4040 

1.0785 

27 

00 

.4540 

.5095 

1.1223 


10 

.3773 

.4074 

1.0798 


10 

.4566 

.5132 

1.1240 


20 

.3800 

.4108 

1.0811 


20 

.4592 

.5169 

1.1257 


30 

.3827 

.4142 

1.0824 


30 

.4617 

.5206 

1.1274 


40 

.3854 

.4176 

1.0837 


40 

.4643 

.5243 

1.1291 


50 

.3881 

.4210 

1.0850 


50 

.4669 

.5280 

1.1308 

23 

00 

.3907 

.4245 

1.0864 

28 

00 

.4695 

.5317 

1.1326 


10 

.3934 

.4279 

1.0877 

' 

10 

.4720 

.5354 

1.1343 


20 

.3961 

.4314 

1.0891 

1 

20 

.4746 

.5392 

1.1361 


30 

.3987 

.4348 

1.0904 


30 

.4772 

.5430 

1.1379 


40 

.4014 

.4383 

1.0918 

1 

40 

.4797 

.5467 

1.1397 


50 

.4041 

.4417 

1.0932 

i 

50 

.4823 

.5505 

1.1415 

24 

00 

.4067 

.4452 

1.0946 

29 

00 

.4848 

.5543 

1.1434 


10 

.4094 

.4487 

1.0961 


10 

.4874 

.5581 

1.1452 


20 

.4120 

.4522 

1.0975 

1 

20 

.4899 

.5619 

1.1471 


30 

.4147 

.4557 

1.0989 

i 

30 

.4924 

.5658 

i1.1490 


40 

.4173 

.4592 

1.1004 

i 

40 

.4950 

'.5696 

i1.1509 


50 

.4200 

.4628 

1.1019 


50 

.4975 

.5735 

i1.1528 















































JONES & L A U G H L I N STEEL CO. 


251 


NATURAL SINES, TANGENTS AND SECANTS 
Advancing by 10 Minutes 


Degrees [I 

Minutes ; 

Sine 

h 

Z 

u 

o 

z 

< 

Secant I 

1 

1 

Degrees i 

1 

tXi 

U 

H 

P 

2 

% 

Z 

• 1 

Tangent 

Secant 

30 

00 

.5000 

.5774 

1.1547 

35 

00 

.5736 

.7002 

1.2208 


10 

.5025 

.5812 

1.1566 

1 

10 

.5760 

.7046 

1 1.2233 


20 

.5050 

.5851 

1.1586 


20 

.5783 

.7089 

1 1.2258 

1 


30 

.5075 

.5890 

1.1606 

i 

30 

.5807 

.7133 

1.2283 


40 

.5100 

.5930 

1.1626 


40 

, .5831 

.7177 

i 1.2309 


50 

.5125 

.5969 

1.1646 


50 

1 .5854 

.7221 

1 1.2335 

31 

00 

.5150 

.6009 

1.1666 

36 

00 

.5878 

.7265 

1 1.2361 


10 

.5175 

.6048 

1.1687 


10 

.5901 

.7310 

1 1.2387 


20 

.5200 

.6088 

1.1707 


20 

;.5925 

.7355 

1*1.2413 

1 


30 

.5225 

.6128 

1.1728 

1 

30 

.5948 

.7400 

'1.2440 


40 

.5250 

.6168 

1.1749 

I 

40 

.5972 

.7445 

I 1.2467 


50 

.5275 

.6208 

1.1770 

1 

50 

.5995 

.7490 

1.2494 

32 

00 

.5299 

.6249 

1.1792 

37 

00 

.6018 

.7536 

1.2521 


10 

.5324 

.6289 

1.1813 


10 

.6041 

.7581 

1.2549 


20 

.5348 

.6330 

1.1835 


20 

.6065 

.7627 

1.2577 


30 

.5373 

.6371 

1.1857 

i 

30 

.6088 

.7673 

1.2605 


40 

.5398 

.6412 

1.1879 

i 

40 

.6111 

.7720 

1.2633 


50 

.5422 

.6453 

1.1901 

i 1 

50 

.6134 

.7766 1 

1.2661 

33 

00 

.5446 

.6494 

1.1924 

38 

00 

.6157 

.7813 1 

1.2690 


10 

.5471 

.6536 

1.1946 


10 

.6180 

.7860 ! 

1.2719 


20 

.5495 

.6577 

1.1969 


20 

.6202 

.7907 

1.2748 


30 

.5519 

.6619 

1.1992 


30 ' 

.6225 

.7954 

1.2778 


40 

.5544 

.6661 

1.2015 

i 

40' 

.6248 

.8002 1 

1.2808 


50 

.5568 

.6703 

1.2039 


50 

.6271 

.8050 i 

1.2837 

34 

00 

.5592 

.6745 

1.2062 1 

39 

00 

.6293 

.8098 

1.2868 


10 

.5616 

.6787 

1.2086 

' 

10 

.6316 

.8146 1 

1.2898 


20 

.5640 

.6830 

L.2110 


20 i 

.6338 

.8195 ; 

1.2929 


30 

.5664 

.6873 ] 

[.2134 1 

! 

30 

.6361 

.8243 i 

1.2960 


40 

.5688 

.6916 ] 

[.2158 i 


40 i 

.6383 

.8292 

1.2991 


50 

.5712 

.6959 ] 

[.2183 : 


50 

.6406 

.8342 1 

1.3022 



























































252 


JONES & LAUGHLIN STEEL CO. 


NATURAL SINES, TANGENTS AND SECANTS 
Advancing by 10 Minutes 


Degrees 

Minutes 

Sine 

1 

Tangent 

Secant 

x 

a 

X 

O 

w 

Q 

Minutes 1 

1 

Sine 

! 

Tangent 

Secant | 

il 

40 

00 1 

.6428 

.8391 i 

1.3054 

45 i 

00 

.7071 

1.0000 

1.4142 

' 

101 

.6450 

.8441 ' 

1.3086 

1 

1 

10 

.7092 , 

1.0058 

1.4183 


20 1 

.6472 

.8491 i 

1.3118 


20 

.7112 ; 

1.0117 

1.4225 

1 

30 

.6494 

.8541 

1.3151 

I 

30 

.7133 

1.0176 

1.4267 


40 

.6517 

.8591 ! 

1.3184 


40 

.7153 ■ 

1.0235 

1.4310 


50 

.6539 

.8642 

1.3217 


50 

.7173 

1.0295 

1.4352 

41 

00 

.6561 

.8693 : 

1.3250 

46 

00 

.7193 

1.0355 

1.4396 

1 

10 

.6583 

.8744 

1.3284 

1 

10 

.7214 

1.0416 

1.4439 


20 

.6604 

.8796 

1.3318 

i 

1 

20 

.7234 

1.0477 

1.4483 


30 

.6626 

.8847 

1.3352 

' 

1 

30 

.7254 

1.0538 

1.4527 


40 

.6648 

.8899 

1.3386 


40 

.7274 

1.0599 

1.4572 


50 

.6670 

.8952 

1.3421 


50 

.7294 

1.0661 

1.4617 

42 

00 

.6691 

.9004 

1.3456 

47 

00 

.7314 

1.0724 

1.4663 


10 

.6713 

.9057 

1.3492 


10 

.7333 

1.0786 

1.4709 


20 

.6734 

.9110 

1.3527 


20 

.7353 

1.0850 

1.4755 


30 

.6756 

.9163 

1.3563 


30 

.7373 

1.0913 

1.4802 


40 

.6777 

.9217 

1.3600 

1 

40 

.7392 

1.0977 

1.4849 


50 

.6799 

.9271 

1.3636 


50 

.7412 

1.1041 

1.4897 

43 

00 

.6820 

i .9325 

1.3673 

48 

00 

.7431 

1.1106 

1.4945 


ilO 

.6841 

.9380 

11.3711 


10 

.7451 

1.1171 

1.4993 


1 20 

.6862 

j .9435 

j 1.3748 


20 

.7470 

1.1237 

1.5042 


30 

.6884 

.9490 

1.3786 


30 

.7490 

1.1303 

1.5092 


40 

: .6905 

i .9545 

1.3824 


40 

.7509 

1.1369 

1.5141 


50 

j .6926 

.9601 

: 1.3863 


50 

.7528 

1.1436 

1.5192 

44 

00 

1 .6947 

.9657 

1.3902 

49 

00 

.7547 

1.1504 

1.5243 


10 

i .6967 

.9713 

1.3941 


10 

. 7566 

1.1571 

1.5294 


1 20 

1 

1 .6988 

i 

.9770 

! 1.3980 


20 

.7585 

1.164 C 

1.5345 


30 

.7009 

.9827 

1.4020 


30 

.7604 

1.1705 

1.5398 


1 40 

.7030 

.9884 

,1.4061 


i 40 

.7623 

1.1775 

^ 1.5450 


1 50 

: .7050 

1 

1 .9942 

1 

1.4101 


j 50 

.7642 

4.184< 

^ 1.5504 


























































JONES & L-A U G H L I N STEEL CO. 253 


NATURAL SINES, TANGENTS AND SECANTS 
Advancing by 10 Minutes 


Degrees 

Minutes 

Sine 

Tangent 

Secant 

i ^ 

■ W 

Ui 

. S 

Q 

Minutes 

Sine 

Tangent 

E- 

< 

U 

tu 

c/3 

50 00 

.7660 

1.1918 

1.5557 

55 

00 .8192 

1.4281 

1.7434 

10 

! .7679 

1.1988 

1.5611 


10 .8208 

1.4370 

1.7507 

20 

1 .7698 

1.2059 

1.5666 

1 

20 .8225 

1.4460 

1.7581 

30 

.7716 

1.2131 

1.5721 

j 

30 .8241 

1.4550 

1.7655 

40 

.7735 

1.2203 

1.5777 

i 

40 .8258 

1.4641 

1.7730 

50 

.7753 

1.2276 

1.5833 

1 

1 

50 .8274 

1.4733 

1.7806 

51 00 

.7771 

1.2349 

1.5890 

1 56 

00 .8290 

1.4826 

1.7883 

io 

.7790 

1.2423 

1.5948 

i 

10 .8307 

1.4919 

1.7960 

20 

.7808 

1.2497 

1.6005 


20 .8323 

1.5013 

1.8039 

30 

.7826 

1.2572 

1.6064 

1 

30 .8339 

1.5108 

1.8118 

40 

.7844 

1.2647 

1.6123 


40 .8355 

1.5204 

1.8198 

50 

.7862 

1.2723 

1.6183 

; 

50 .8371 

1.5301 

1.8279 

52 00 

.7880 

1.2799 

1.6243 

57 

00 .8387 

1.5399 

1.8361 

10 

.7898 

1.2876 

1.6303 


10 ; .8403 

1.5497 

1.8443 

20 

.7916 

1.2954 

1 . 6365 , 

1 

20 .8418 

1.5597 

1.8527 

30 

.7934 

1.3032 

1.6427 


30 .8434 

1.5697 

1.8612 

40 

.7951 

1.3111 

1.6489 

, 

40 .8450 

1.5798 

1.8699 

50 

.7969 

1.3190 

1.6553 


50 .8465 

1.5900 

1.8783 

53 00 

.7986 

1.3270 

1.6616 

58 

00 .8480 

1.6003 

1.8871 

10 

.8004 

1.3352 

1.6681 


10 .8496 

1.6107 

1.8959 

20 

.8021 

1.3432 

1.6746 

i 

20 : .8511 

1.6213 

1.9048 

30 

.8039 

1 . 35 H 

1.6812 


30 .8526 

1.6319 

1.9139 

40 

.8056 

1.3597 

1.6878 

j 

40 .8542 

1.6426 

1.9230 

' 50 

.8073 

1.3680 

1.6945 


50 .8557 

1.6534 

1.9323 

54 00 ’ 

.8090 

1 . 3764 i 

1.7013 

59 

00 .8572 i 

1.6643 

1.9416 

10 , 

.8107 

1.3848 

1.7081 


10 .8587 

1.6753 

1.9511 

20 ! 

.8124 

1 . 3934 ; 

1.7151 

1 

1 

20 .8601 , 

1.6864 

1.9606 

30 : 

.8141 

1 

1.4019 

1 . 722r 

i 

30 .8616 * 

1.6977 

1.9703 

' 40 

.8158 

1.4106 

1.7291 


40 .8631 ! 

1.7090 

1.9801 

50 

.8175 

1.4193 

1.7362 


50 .8646 

1.7205 

1.9900 








































254 JONES & LAUGHLIN STEEL CO. 


NATURAL SINES, TANGENTS AND SECANTS 
Advancing by 10 Minutes 


Degrees 

Minutes 

Sine 

Tangent 

Secant 

Degrees 

Minutes 

Sine 

Tangent 

Secant 

60 

00 

.8660 

1.7321 

2.0000 

65 

00 

.9063 

2.1445 

2.3662 


10 

.8675 

1.7437 

2.0101 


10 

.9075 

2.1609 

2.3811 


20 

.8689 

1.7556 

2.0204 


20 

.9088 

2.1775 

2.3961 


30 

.8704 

1.7675 

2.0308 


30 

.9100 

2.1943 

2.4114 


40 

.8718 

1.7796 

2.0413 


40 

.9112 

2.2113 

2.4269 


50 

.8732 

1.7917 

2.0519 


50 

.9124 

2.2286 

2.4426 

61 

00 

.8746 

1.8040 

2.0627 

66 

00 

.9135 

2.2460 

2.4586 


10 

.8760 

1.8165 

2.0736 


10 

.9147 

2.2637 

2.4748 


20 

.8774 

1.8291 

2.0846 


20 

.9159 

2.2817 

2.4912 


30 

.8788 

1.8418 

2.0957 


30 

.9171 

2.2998 

2.5078 


40 

.8802 

1.8546 

2.1070 


40 

.9182 

2.3183 

2.5247 


50 

.8816 

1.8676 

2.1185 


50 

.9194 

2.3369 

2.5419 

62 

00 

.8829 

1.8807 

2.1301 

67 

00 

.9205 

2.3559 

2.5593 


10 

.8843 

1.8940 

2.1418 


10 

.9216 

2.3750 

2.5770 


20 

.8857 

1.9074 

2.1537 


20 

.9228 

2.3945 

2.5949 


30 

.8870 

1.9210 

2.1657 


30 

.9239 

2.4141 

2.6131 


40 

.8884 

1.9347 

2.1786 


40 

.9250 

2.4342 

2.6316 


50 

.8897 

1.9486 

2.1902 


50 

.9261 

2.4545 

2.6504 

63 

00 

.8910 

1.9626 

2.20271 

68 

00 

.9272 

2.4751 

2.6695 


10 

.8923 

1.9768 

2.2153 


10 

.9283 

2.4960 

2.6888 


20 

.8936 

1.9912 

2.2282 


20 

.9293 

2.5172 

2.7085 


30 

.8949 

2.0057 

2.2412 


30 

.9304 

2.5386 

2.7285 


40 

.8962 

2.0204 

2.2543 


40 

.9315 

2.5605 

2.7488 


50 

.8975 

2.0353 

2.2677 


50 

.9325 

2.5826 

2.7695 

64 

00 

.8988 

2.0503 

2.2812 

69 

00 

.9336 

2.6051 

r 

2.7904 


10 

.9001 

2.0655 

2.2949 


10 

.9346 

2.6279 

2.8117 


20 

.9013 

2.0809 

2.3088 


20 

.9356 

2.6511 

2.8334 


30 

.9026 

2.0965 

2.3228 


30 

.9367 

2.6746 

2.8555 


40 

.9038 

2.1123 

2.3371 


40 

.9377 

2.6985 

2.8779 


50 

.9051 

2.1283 

2.3515 


50 

.9387 

2.7228 

2.9006 
























































JONES & LAUGHLIN STEEL CO. 255 


NATURAL SINES, TANGENTS AND SECANTS 
Advancing by 10 Minutes 


Degrees 

Minutes 

Sine 

Tangent 

Secant 

Degrees 

1 

Minutes 

Sine 

Tangent 

1 

Secant 

70 

00 

.9397 

2.7475 

2.92381 

75 

00 

.9659 

3.7321 

3.8637 


10 

.9407 

2.7725 

2.9474 


10 

.9667 

3.7760 

3.9061 


20 

.9417 

2.7980 

2.97131 


20 

.9674 

3.8208 

3.9495 


30 

.9426 

2.8239 

2.9957 


30 

.9681 

3.8667 

3.9939 


40 

.9436 

2.8502 

3.0206 

' 

40 

.9689 

3.9136 

4.0394 


50 

.9446 

2.8770 

3.0458; 

1 

i 

1 

' 

50 

.9696 

3.9617 

4.0859 

71 

00 

.9455 

2.9042 

3.0716 

76 

00 

.9703 

4.0108 

4.1336 


10 

.9465 

2.9319 

3.0977; 

1 

10 

.9710 

4.0611 

4.1824 


20 

.9474 

2.9600 

3.1244; 

1 

20 

.9717 

4.1126 

4.2324 


30 

.9483 

2.9887 

3.1515 

; 

30 

.9724 

4.1653 

4.2837 


40 

.9492 

3.0178 

3.1792! 

' 

40 

.9730 

4.2193 

4.3362 


50 

.9502 

3.0475 

3.2074 


50 

.9737 

4.2747 

4.3901 

72 

00 

.9511 

3.0777 

3.2361 

77 

00 

.9744 

4.3315 

4.4454 


10 

.9520 

3.1084 

3.2653 


10 

.9750 

4.3897 

4.5022 


20 

.9528 

3.1397 

3.2951; 


20 

.9757 

4.4494 

4.5604 


30 

.9537 

3.1716 

3.3255 


30 

.9763 

4.5107 

4.6202 


40 

.9546 

3.2041 

3.3565 


40 

.9769 

4.5736 

4.6817 


50 

.9555 

3.2371 

3.3881 


50 

.9775 

4.6382 

4.7448 

73 

00 

.9563 

3.2709 

3.4203 

78 

00 

.9781 

4.7046 

4.8097 


10 

.9572 

3.3052 

3.4532 

1 

10 

.9787 

4.7729 

4.8765 


20 

.9580 

3.3402 

3.4867 

! 

20 

.9793 

4.8430 

4.9452 


30 

.9588 

3.3759 

3.5209 

1 

30 

.9799 

4.9152 

5.0159 


40 

.9596 

3.4124 

3.5559 


40 

.9805 

4.9894 

5.0886 


50 

.9605 

3.4495 

3.5915 


50 

.9811 

5.0658 

5.1636 

74 

00 

.9613 

3.4874 

3.6280 

79 

00 

.9816 

5.1446 

5.2408 


10 

.9621 

3.5261 

3.6652 

1 

10 

.9822 

5.2257 

5.3205 


20 

.9628 

3.5656 

3.7032 


20 

.9827 

5.3093 

: 5.4026 


30 

.9636 

3.6059 

3.7420 


,30 

.9833 

,5.3955 

5.4874 


40 

.9644 

3.6470 

3.7817 

1 

i40 

.9838 

5.4845 

! 5.5749 


50 

.9652 

3.6891 

3.8222 


50 

.9843 

5.5764 

i 

1 5.6653 








































•206 JONES & LAUGHLIN STEEL CO. 


NATURAL SINES, TANGENTS AND SECANTS 
Advancing by 10 Minutes 


in 

U 

U 

cc 

a 

C 

Minutes 

Sine 

Tangent 

Secant 

Degrees 

Minutes 

Z 

(JO 

Tangent 

Secant 

i 

80, 

00 

.9848 

5.6713 

5.7588,85 

00: 

.9962 

11.430 

11.474 

1 

10 

.9853 

5.7694 

5.8554 

TO 

.9964 

11.826 

11.868 

1 

1 

1 

20 

.9858 

1 

5.8708, 

5.9554 

20 

.9967 

12.251 

12.291 


30 

.9863 

5.9758 

6.0589 

30 

.9969 

12.706 

12.745 


40 

.9868 

6.0844 

6.1661 

40 

.9971 

13.197 

13.235 


50 

.9872 

6.1970 

6.2772 

50 

.9974 

13.727 

13.763 

81 

00 

.9877 

6.3138 

6.3925 86 

00 

.9976 

14.301 

14.336 


10 

.9881 

6.4348 

6.5121 

10 

.9978 

14.924 

14.958 


20 

.9886 

6.5606 

6.6363 

20 

.9980 

15.605 

15.637 


30 

.9890 

6.6912 

6.7655 

30 

.9981 

16.350 

16.380 


40 

.9894 

6.8269 

6.8998 

40 

.9983 

17.169 

17.198 


50 

.9899 

6.9682 

7.0396 

50 

.9985 

18.075 

18.103 

82 

00 

.9903 

7.1154 

7.1853 87 

00 

.9986 

19.081 

19.107 


10 

.9907 

7.2687 

7.3372 

10 

.9988 

20.206 

20.230 


20 

.9911 

7.4287 

7.4957 

20 

.9989 

21.470 

21.494 


30 

.9914 

7.5958 

7.6613 

30 

.9990 

22.904 

22.926 


40 

.9918 

7.7704 

7.8344 

40 

.9992 

24.542 

24.562 


50 

.9922 

7.9530 

8.0156 

50 

.9993 

26.432 

26.451 

83 

00 

.9925 

8.1443 

8.2055 88 

00 

.9994 

28.636 

28.654 


10 

.9929 

8.3450 

8.4047 

10 

.9995 

31.242 

31.258 


20 

.9932 

8.5555 

8.6138 

120 

.9996 

34.368 

34.382 


30 

.9936 

8.7769 

8.8337 ' 

30 

.9997 

38.188 

38.202 


40 

.9939 

9.0098 

9.0652 

‘40 

.9997 

42.964 

42.976 


50 

.9942 

9.2553 

9.3092 

‘50 

.9998 

49.104 

49.114 

84 

00 

.9945 

9.5144 

9.5668 89 

00 

.9998 

57.290 

57.299 


10 

i.9948 

9.7882 

. 9.8391 

TO 

.9999 

68.750 

68.757 


20 

i.9951 

[ 

10.0780 

10.1275 

20 

.9999 

85.940 

85.946 


30 

1.9954 

10.3854 

10.4334 

30 

1.0000 

114.589 

114.593 


40 

i.9957 

10.7119 

10.7585 ' 

40 

1.0000 

171.885 

171.888 


50 

1.9959 

1 

11.0594 

11.1045 ‘ 

50 

1.0000 

343.774 

343.775 



1 


90 

00 

1.0000 

Infinite 

! Infinite 



































JONES & LAUGHLIN STEEL CO. 257 


SQUARES, CUBES, SQUARE ROOTS AND CUBE 

ROOTS 


Numbers 

Squares 

Cubes 

^ 0 

c/j 

Cube 

Root 

|Numbers 

Squares 

Cubes 

w , 1 

P5 H 1 

s 

D 9 

O! 

Cube 

Root 

1 ' 

1 t 

1 ! 

1.000 ' 

1.000 

51 

26 01 , 

132 651: 

7.141 1 

3.708 

2 ! 

4 

8 * 

1.414 ! 

1.260 ; 

52 i 

27 04 , 

140 608 

7.211 

3.733 

3 

9 i 

27 , 

1.732 

1.442 

53 1 

28 09 : 

148 877 

7.280 1 

3.756 

4 

16; 

64 I 

2.000 i 

1.587 ; 

54 

29 16 1 

157 46 4 i 

7.349 1 

3.780 

5 

25 i 

125 

2.236 

1.710 

55 1 

30 25 i 

166 375 

7.416 1 

3.803 

6 

36 

216 

2.449 

1.817 ' 

56 ' 

31 36 

175 616, 

7.483 ‘ 

3.826 

7 

49 

343 

2.646 

1.913 

57 

32 49 ' 

185 193* 

7.550 

3.849 

8 

64 

512 

2.828 

2.000 

58 

33 64 

195 112 

7.616 

3.871 

9 

81 

729 

3.000 

2.080 

59 

34 81 

205 379 

7.681 

3.893 

10 

1 00 

1 000 

3.162 

2.154 

60 

36 00 

216 000 

7.746 

3.915 

11 

1 21 

1 331 

3.317 

2.224 

61 

37 21 

226 981 

7.810 

3.937 

12 

1 44 

1 728 

3.464 

2.289 

62 

38 44 

238 328 

7.874 

3.958 

13 

1 69 

2 197 

3.606 

2.351 

63 

39 69 

250 047 

7.937 

3.979 

14 

1 96 

2 744 

3.742 

2.410 

1 64 

40 96 

262 144 

8.000 

4.000 

15 

2 25 

3 375 

3.873 

2.466 

' 65 

42 25 

274 625 

8.062 

4.021 

16 

2 56 

4 096 

4.000 

2.520 ^ 

66 

43 56 

287 496 

8.124 

4.041 

17 

2 89 

4,913 

4.123 

2.571 

67 

44 89 

300 763 

8.185 

4.062 

IS 

3 24 

5 832 

4.243 

2.621 

' 68 

46 24 

314 4.32 

8.246 

4.082 

19 

3 61 

6 859 

4.359 

2.668 

69 

47 61 

328 509 

8.307 

4,102 

20 

4 00 

8 000 

4.472 

2.714 

70 

49 00 

343 000 

8.367 

4.121 

21 

4 41 

9 261 

4.583 

2.759 

71 

50 41 

357 911 

8.426 

4.141 

22 

4 84 

10 648 

4.690 

2.802 

, 72 

51 84 

373 248 

8.485 

4.160 

23 

5 29 

12 167 

4.796 

2.844 

1 73 

53 29 

389 017 

8.544 

4.179 

24 

5 76 

13 824 

4.899 

2.885 

74 

54 76 

405 224 

8.602 

4.198 

25 

6 25 

15 625 

5.000 

2.924 

75 

56 25 

421 875 

8.660 

4.217 

26 

6 76 

17 576 

5.099 

2.963 

i 76 

57 76 

438 976 

8.718 

4.236 

27 

7 29 

19 683 

5.196 

3.000 

77 

59 29 

456 533 

8.775 

4.254 

28 

7 84 

21 952 

5.292 

3.037 

78 

60 84 

474 552 

8.832 

4.273 

29 

8 41 

24 389 

5.385 

3.072 

79 

62 41 

493 039 

8.888 

4.291 

30 

9 00 

27 000 

5.477 

3.107 

i 80 

64 00 

512 000 

8.944 

4.309 

31 

9 61 

29 791 

5.568 

3.141 

81 

65 61 

531 441 

9.000 

4.327 

32 

10 24 

32 768 

5.657 

3.175 

82 

67 24 

551 368 

9.055 

4.345 

33 

10 89 

35 937 

5.745 

3.208 

83 

68 89 

571 787 

9.110 

4.362 

34 

11 56 

, 39 304 

5.831 

1 3 240 

1 84 

70 56 

592 704 

9.165 

4.380 

35 

12 25 

1 42 875 

5.916 

13.271 

1 85 

72 25 

614 125 

9.220 

4.397 

36 

12 96 

46 656 

1 6.000 

3.302 

86 

1 73 96 

636 056 

9.274 

4.414 

37 

13 69 

50 653 

' 6.083 

3.332 

87 

1 75 69 

658 503 

9.327 

4.431 

38 

14 44 

54 872 

! 6.164 

3.362 

: 88 

1 77 44 

681 472 

9.381 

4.448 

39 

15 21 

59 319 

; 6.245 

3.391 

: 89 

1 79 21 

704 969 

, 9.434 

4.465 

40 

' 16 00 

64 000 

i 6.325 

,3.420 

1 90 

8100 

729 000 

1 9.487 

1 4.481 

41 

! 16 81 

68 921 

1 6.403 

'3.448 

i 91 

i 82 81 

753 571 

i 9.539 

i 4.498 

4‘> 

17 64 

74 088 

! 6.481 

!3.476 

92 

! 84 64 

778 688 

9.592 

! 4.514 

43 

18 49 

79 507 

i 6.557 

13.503 

93 

! 86 49 

804 357 

* 9.644 

' 4..531 

44 

19 36 

85 184 

1 6.633 

'3.530 

94 

88 36 

830 584 

9.695 

4.547 

45 

20 25 

91 125 

i 6.708 

3.557 

95 

90 25 

857 375 

! 9.747 

4.563 

46 

21 16 

97 336 

! 6.782 

3.583 

i 96 

! 92 16 

884 736 

9.798 

1 4.579 

47 

22 09 

' 103 823 

6.856 

3.609 

i 97 

1 94 09 

912 673 

1 9.849 

4.595 

48 

23 04 

110 592 

i 6.928 

;3.634 

, 98 

i 96 04 

941 192 

i 9.900 

4.610 

40 

24 01 

117 649 

7.000 

*3.659 

' 99 

98 01 

970 299 

* 9.950 

, 4.626 

50 

25 00 

125 000 

7.071 

13.684 

TOO 

1 00 00 

! 1 000 000 10.000 

* 4.642 












































258 JONES & LAUGHLIN STEEL CO. 


SQUARES, CUBES, SQUARE ROOTS AND CUBE 

ROOTS 


PS 

u 

to 

S 

P 

;zi 

Squares 

Cubes 

Square 

Root 

Cube 

Root 

(A 

X 

u 

X 

% 

Squares 

Cubes 

1 

Square 

Root 

Cube 

Root 

101 

1 

02 

01 

1 

030 

301 

10.0499 

4.6570 

151 

2 

28 

01 

3 

442 

951 

12.2882 

5.3251 

102 

1 

04 

04 

1 

061 

208 

10.0995 

4.6723 

152 

2 

31 

04 

3 

511 

808 

12.3288 

5.3368 

103 

1 

06 

09 

1 

092 

727 

10.1489 

4.6875 

153 

2 

34 

09 

3 

581 

577 

12.3693 

5.3485 

104 

1 

08 

16 

1 

124 

864 

10.1980 

4.7027 

154 

2 

37 

16 

3 

652 

264 

12.4097 

5.3601 

105 

1 

10 

25 

1 

157 

625 

10.2470 

4.7177 

155 

2 

40 

25 

3 

723 

875 

12.4499 

5 3717 

106 

1 

12 

36 

1 

191 

016 

10.2956 

4.7326 

156 

2 

43 

36 

3 

796 

416 

12.4900 

5.3832 

107 

1 

14 

49 

1 

225 

043 

10.3441 

4.7475 

157 

2 

46 

49 

3 

869 

893 

12.5300 

5.3947 

108 

1 

16 

64 

1 

259 

712 

10.3923 

4.7622 

158 

2 

49 

64 

3 

944 

312 

12.5698 

5.4061 

109 

1 

18 

81 

1 

295 

029 

10.4403 

4.7769 

159 

2 

52 

81 

4 

019 

679 

12.6095 

5 4175 

no 

1 

21 

00 

1 

331 

000 

10.4881 

4.7914 

160 

2 

56 

00 

4 

096 

000 

12.6491 

5.4288 

111 

1 

23 

21 

1 

367 

631 

10.5357 

4.8059 

161 

2 

59 

21 

4 

173 

281 

12.6886 

5.4401 

112 

1 

25 

44 

1 

404 

928 

10.5830 

4.8203 

162 

2 

62 

44 

4 

251 

528 

12.7279 

5.4514 

113 

1 

27 

69 

1 

442 

897 

10.6301 

4.8346 

163 

2 

65 

69 

4 

330 

747 

12.7671 

5 4626 

114 

1 

29 

96 

1 

481 

544 

10 6771 

4.8488 

164 

2 

68 

96 

4 

410 

944 

12.8062 

5.4737 

115 

1 

32 

25 

1 

520 

875 

10.7238 

4.8629 

165 

2 

72 

25 

4 

492 

125 

12.8452 

5.4848 

116 

1 

34 

56 

1 

560 

896 

10.7703 

4.8770 

166 

2 

75 

56 

4 

574 

296 

12.8841 

5.4959 

117 

1 

36 

89 

1 

601 

613 

10.8167 

4.8910 

167 

2 

78 

89 

4 

657 

463 

12.9228 

5.5069 

118 

1 

39 

24 

1 

643 

032 

10.8628 

4.9049 

168 

2 

82 

24 

4 

741 

632 

12.9615 

5.5178 

119 

1 

41 

61 

1 

685 

159 

10.9087 

4.9187 

169 

2 

85 

61 

4 

826 

809 

13.0000 

5,5288 

120 

1 

44 

00 

1 

728 

000 

10.9545 

4.9324 

170 

2 

89 

00 

4 

913 

000 

13.0384 

5.5397 

121 

1 

46 

41 

1 

771 

.561 

11.0000 

4.9461 

171 

9 

92 

41 

5 

000 

211 

13.0767 

5.5505 

122 

1 

48 

84 

1 

815 

848 

11.0454 

4.9597 

172 

2 

95 

84 

5 

088 

448 

13.1149 

5.5613 

123 

1 

51 

29 

1 

860 

867 

11.0905 

4.9732 

173 

2 

99 

29 

5 

177 

717 

13.1529 

5.5721 

124 

1 

53 

76 

1 

906 

624 

11.13.55 

4.9866 

174 

3 

02 

76 

5 

268 

024 

13.1909 

5.5828 

125 

1 

56 

25 

1 

953 

125 

11.1803 

5.0000 

175 

3 

06 

25 

5 

359 

375 

13.2288 

5.5934 

126 

1 

58 

76 

2 

000 

376 

11.2250 

5.0133 

176 

3 

09 

76 

5 

451 

776 

13.2665 

5.6041 

127 

1 

61 

29 

2 

048 

383 

11.2694 

5.0265 

177 

3 

13 

29 

5 

545 

233 

13.3041 

5.6147 

128 

1 

63 

84 

2 

097 

152 

11.3137 

5.0397 

178 

3 

16 

84 

5 

639 

752 

13.3417 

5.6252 

129 

1 

66 

41 

2 

146 

689 

11.3578 

5.0528 

179 

3 

20 

41 

5 

735 

339 

13.3791 

5.6357 

130 

1 

69 

00 

2 

197 

000 

11.4018 

5.0658 

180 

3 

24 

00 

5 

832 

000 

13.4164 

5.6462 

131 

1 

71 

60 

2 

248 

091 

11.4455 

5.0788 

181 

3 

27 

61 

5 

929 

741 

13.4536 

5.6567 

132 

1 

74 

24 

2 

299 

968 

11.4891 

5.0916 

182 

3 

31 

24 

6 

028 

568 

13.4907 

5.6671 

133 

1 

76 

89 

2 

352 

637 

11.5326 

5.1045 

183 

3 

34 

89 

6 

128 

487 

13.5277 

5.6774 

134 

1 

79 

56 

2 

406 

104 

11.5758 

5.1172 

184 

3 

38 

56 

6 

229 

504 

13.5647 

5.6877 

135 

1 

82 

25 

2 

460 

375 

11.6190 

5.1299 

185 

3 

42 

25 

6 

331 

625 

13.6015 

5.6980 

136 

1 

84 

96 

2 

515 

456 

11.6619 

5.1426 

186 

3 

45 

96 

6 

434 

856 

13.6382 

5.7083 

137 

1 

87 

69 

2 

571 

353 

11.7047 

5.1551 

187 

3 

49 

69 

6 

539 

203 

13.6748 

5.7185 

138 

1 

90 

44 

2 

628 

072 

11.7473 

5.1676 

188 

3 

53 

44 

6 

644 

672 

13.7113 

5.7287 

139 

1 

93 

21 

2 

685 

619 

11.7898 

5,1801 

189 

3 

57 

21 

6 

751 

269 

13.7477 

5.7388 

140 

1 

96 

00 

2 

744 

000 

11.8322 

5.1925 

190 

3 

61 

00 

6 

S59 

000 

13.7840 

5.7489 

141 

1 

98 

81 

2 

803 

221 

11.8743 

5.2048 

191 

3 

64 

81 

6 

967 

871 

13.8203 

5.7590 

142 

2 

01 

64 

2 

863 

288 

11.9164 

5.2171 

192 

3 

68 

64 

7 

077 

888 

13.8564 

5.7690 

143 

2 

04 

49 

2 

924 

207 

11.9583 

5.2293 

193 

3 

72 

49 

7 

189 

057 

13.8924 

5.7790 

144 

2 

07 

36 

2 

985 

984 

12.0000 

5.2415 

194 

3 

76 

36 

7 

301 

384 

13.9284 

5.7890 

145 

2 

10 

25 

3 

048 

625 

12.0416 

5.2536 

195 

3 

80 

25 

7 

414 

875 

13.9642 

5.7989 

146 

2 

13 

16 

3 

112 

136 

12.0830 

5.2656 

196 

3 

84 

16 

7 

529 

536 

14.0000 

5.80.88 

147 

2 

16 

09 

3 

176 

523 

12.1244 

5.2776 

197 

3 

88 

09 

7 

645 

373 

14.0357 

5.8186 

148 

2 

19 

04 

3 

241 

792 

12.1655 

5.2896 

198 

3 

92 

04 

7 

762 

392 

14.0712 

5.8285 

149 ! 

2 

22 

01, 

3 

307 

949 

12.2066 

5.3015 

199 

3 

96 

01 

7 

880 

599 

14.1067 

5.8383 

150 ! 

2 

25 

00, 

3 

375 

000 

12.2474 

5.3133 

200 

4 

00 

00 

8 

000 

000 

14.1421 

5.8480 







































JONES & LAUGHLIN STEEL CO. 259 


SQUARES, CUBES, SQUARE ROOTS AND CUBE 

ROOTS 


NumbersI 

Squares 

Cubes 

Square 

Root 

Cube 

Root 

Numbers 

Squares 

i 

1 

1 

Cubes 

Square 

Root 

1 

Cube 

Root 

201 

4 

04 

01 

8 

120 

601 

14.1774 

5.8578 

251 

6 

30 

01 

15 

813 

251 

15.8430 

6.3080 

202 

4 

08 

04 

8 

242 

408 

14.2127 

5.8675 

252 

6 

35 

04 

16 

003 

008 

15.8745 

6.3164 

203 

4 

12 

09 

8 

365 

427 

14.2478 

5.8771 

253 

6 

40 

09 

16 

194 

277 

15.9060 

6.3247 

204 

4 

16 

16 

8 

489 

664 

14.2829 

5.8868 

254 

6 

45 

16 

16 

387 

064 

15.9374 

6.3330 

205 

4 

20 

25 

8 

615 

125 

14.3178 

5.8964 

255 

6 

50 

25 

16 

581 

375 

15.9687 

6.3413 

206 

4 

24 

36 

8 

741 

816 

14.3527 

5.9059 

256 

6 

55 

36 

16 

777 

216 

16.0000 

6.3496 

207 

4 

28 

49 

8 

869 

743 

14 3875 

5.9155 

257 

6 

60 

49 

16 

974 

593 

16.0312 

6.3579 

208 

4 

32 

64 

8 

998 

912 

14.4222 

5.9250 

258 

6 

65 

64 

17 

173 

512 

16.0624 

6.3661 

209 

4 

36 

81 

, 9 

129 

329 

14.4568 

5.9345 

259 

6 

70 

81 

17 

373 

979 

16.0935 

6.3743 

' 210 

4 

41 

00 

9 

261 

000 

14 4914 

5.9439 

260 

6 

76 

00 

17 

576 

000 

16.1245 

6.3825 

211 

4 

45 

21 

9 

393 

931 

14.5258 

5.9533 

261 

6 

81 

21 

17 

779 

581 

16.1555 

6.3907 

212 

4 

49 

44 

9 

528 

128 

14.5602 

5.9627 

262 

6 

86 

44 

17 

984 

728 

16.1864 

6.3988 

213 

4 

53 

69 

9 

663 

597 

14.5945 

5 9721 

263 

6 

91 

69 

18 

191 

447 

16.2173 

6.4070 

214 

4 

57 

96 

9 

800 

344 

14.6287 

5.9814 

264 

6 

96 

96 

18 

399 

744 

16.2481 

6.4151 

215 

4 

62 

25 

9 

938 

375 

14.6629 

5.9907 

265 

7 

02 

25 

18 

609 

625 

16 2788 

6.4232 

216 

4 

66 

56 

10 

077 

696 

14.6969 

6.0000 

266 

7 

07 

56 

18 

821 

096 

16.3095 

6.4312 

217 

4 

70 

89 

10 

218 

313 

14.7309 

6.0092 

267 

7 

12 

89 

19 

034 

163 

16.3401 

6.4393 

218 

4 

75 

24 

10 

360 

232 

14.7648 

6.0185 

268 

7 

18 

24 

19 

248 

832 

16.3707 

6.4473 

219 

4 

79 

61 

10 

503 

459 

14.7986 

6.0277 

269 

7 

23 

61 

19 

465 

109 

16.4012 

6.4.553 

220 

4 

84 

00 

10 

648 

000 

14.8324 

6.0368 

270 

7 

29 

00 

19 

683 

000 

16.4317 

6.4633 

221 

4 

88 

41 

10 

793 

861 

14.8661 

6.0459 

271 

7 

34 

41 

19 

902 

511 

16.4621 

6.4713 

222 

4 

92 

84 

10 

941 

048 

14.8997 

6.0.550 

272 

7 

39 

84 

20 

123 

648 

16.4924 

6.4792 

223 

4 

97 

29 

11 

089 

567 

14.9332 

6.0641 

273 

7 

45 

29 

20 

346 

417 

16.5227 

6 4872 

224 

5 

01 

76 

11 

239 

424 

14.9666 

6.0732 

274 

7 

50 

76 

20 

570 

824 

16.5529 

6.4951 

225 

5 

06 

25 

11 

390 

625 

15.0000 

6.0822 

275 

7 

56 

25 

20 

796 

875 

16.5831 

6.5030 

226 

5 

10 

76 

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502 

25 

20 

01 

426 

506 

008 

22.4054 

7.9476 

552 

30 

47 

04 

168 

196 

608 

23.4947 

8.2031 

503 

25 

30 

09 

127 

263 

527 

22.4277 

7.9528 

553 

30 

58 

09 

169 

112 

377 

23.5160 

8.2081 

504 

25 

40 

16 

128 

024 

064 

22.4499 

7.9581 

554 

30 

69 

16 

170 

031 

464 

23.5372 

8.2130 

505 

25 

50 

25 

128 

787 

625 

22.4722 

7.9634 

555 

30 

80 

25 

170 

953 875 

23.5584 

8.2180 

506 

25 

60 

36 

129 

5.54 

216 

22.4944 

7.9686 

556 

30 

91 

36 

171 

879 

616 

23.5797 

8.2229 

507 

25 

70 

49 

130 

323 

843 

22.5167 

7.9739 

557 

31 

02 

49 

172 

808 

693 

23.6008 

8.2278 

508 

25 

80 

64 

131 

096 

512 

22.5389 

7.9791 

558 

31 

13 

64 

173 

741 

112 

23 6220 

8 2327 

509 

25 

90 

81 

131 

872 

229 

22.5610 

7.9843 

559 

31 

24 

81 

174 

676 

879 

23.6432 

8.2377 

510 

26 

01 

00 

132 

651 

000 

22.5832 

7.9896 

560 

31 

36 

00 

175 

616 

000 

23.6643 

8.2426 

511 

26 

11 

21 

133 

432 

831 

22.6053 

7.9948 

561 

31 

47 

21 

176 

558 

481 

23.6854 

8.2475 

512 

26 

21 

44 

134 

217 

728 

22.6274 

8.0000 

562 

31 

58 

44 

177 

504 

328 

23.7065 

8.2524 

513 

26 

31 

69 

135 

005 

697 

22.6495 

8.0052 

563 

31 

69 

69 

178 

453 

547 

23.7276 

8.2573 

514 

26 

41 

96 

135 

796 

744 

22.6716 

8.0104 

564 

31 

80 

96 

179 

406 

144 

23.7487 

8.2621 

515 

28 

52 

25 

136 

590 

875 

22.6936 

8 0156 

565 

31 

92 

25 

180 

362 

125 

23.7697 

8.2670 

516 

26 

62 

56 

137 

388 

096 

22.7156 

8.0208 

566 

32 

03 

56 

181 

321 

496 

23.7908 

8.2719 

517 

26 

72 

89 

138 

188 

413 

22.7376 

8 0260 

567 

32 

14 

89 

182 

284 

263 

23.8118 

8.2768 

518 

26 

83 

24 

138 

991 

832 

22.7596' 

8.0311 

568 

32 

26 

24 

183 

250 

432 

23.8328 

8.2816 

519 

26 

93 

61 

139 

798 

359 

22.7816 

8.0363 

569 

32 

37 

61 

184 

220 

009 

23.8537 

8.2865 

520 

27 

04 

00 

140 

608 

000 

22.8035 

8.0415 

570 

32 

49 

00 

185 

193 

000 

23.8747 

8.2913 

521 

27 

14 

41 

141 

420 

761 

22.8254 

8.0466 

571 

32 

60 

41 

186 

169 

411 

23.8956 

8.2962 

522 

27 

24 

84 

142 

236 

648 

22.8473 

8.0517 

572 

32 

71 

84 

187 

149 

248 

23.9165 

8.3010 

523 

27 

35 

29 

143 

055 

667 

22.8692 

8.0569 

573 

32 

83 

29 

188 

132 

517 

23.9374 

8.3059 

524 

27 

45 

76 

143 

877 

824 

22.8010 

8.0620 

574 

32 

94 

76 

189 

119 

224 

23.9583 

8.3107 

525 

27 

56 

25 

144 

703 

125 

22.9129 

8.0671 

575 

33 

06 

25 

190 

109 

375 

23.9792 

8.3155 

526 

27 

66 

76 

145 

531 

576 

22.9347 

8 0723 

576 

33 

17 

76 

191 

102 

976 

24.0000 

8.3203 

527 

27 

77 

29 

146 

363 

183 

22.9565 

8 0774 

577 

33 

29 

29 

192 

100 

033 

24.0208 

8.3251 

528 

27 

87 

84 

147 

197 

952 

22.9783 

8.0825 

578 

33 

40 

84 

193 

100 

552 

24.0416 

8.3300 

529 

27 

98 

41 

148 

035 

88 !) 

23.0000 

8.0876 

579 

33 

52 

41 

194 

104 

539 

24.0624 

8.3348 

530 

28 

09 

00 

148 

877 

000 

23.0217 

8.0927 

580 

33 

64 

00 

195 

112 

000 

24.0832 

8.3396 

531 

28 

19 

61 

149 

721 

291 

23.0434 

8.0978 

581 

33 

75 

61 

196 

122 

941 

24.1039 

8.3443 

532 

28 

30 

24 

150 

568 

768 

23.0651 

8.1028 

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33 

87 

24 

197 

137 

368 

24.1247 

8.3491 

533 

28 

40 

89 

151 

419 

437 

23.0868 

8.1079 

583 

33 

98 

89 

198 

155 

287 

24.1454 

8.3539 

534 

28 

51 

56 

152 

273 

304 

23.1084 

8.1130 

584 

34 

10 

56 

199 

176 

704 

24.1661 

8.3587 

535 

28 

62 

25 

153 

130 

375 

23.1301 

8.1180 

585 

34 

22 

25 

200 

201 

625 

24.1868 

8.3634 

536 

28 

72 

96 

153 

990 

656 

23.1517 

8.1231 

586 

34 

33 

96 

201 

230 

056 

24.2074 

8.3682 

537 

28 

83 

69 

154 

854 

153 

23.1733 

8.1281 

587 

34 

45 

69 

202 

262 

003 

24.2281 

8.3730 

538 

28 

94 

44 

155 

720 

872 

23.1948 

8.1332, 

588 

34 

57 

44 

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297 

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24.2487 

8.3777 

539 

29 

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21 

156 

590 

819 

23.2164 

8.1382 

589 

34 

69 

21 

204 

336 

469 

24.2693 

8.3825 

540 

29 

16 

00 

157 

464 

000 

23.2379 

8.1433 

590 

34 

81 

00 

205 

379 

000 

24.2899 

8.3872 

541 

29 

26 

81 

158 

340 

421 

23.2594 

8.1483 

591 

34 

92 

81 

206 

425 

071 

24.3105 

8.3919 

542 

29 

37 

64 

159 

220 

088 

23.2809 

8.1533 

592 

35 

04 

64 

207 

474 

688 

24.3311 

8.3967 

543 

29 

48 

49 

160 

103 

007 

23.3024 

8.1583 

593 

35 

16 

49 

208 

527 

857 

24.3516 

8.4014 

544 

29 

59 

36 

160 

989 

184 

23.3238 

8.1633 

594 

35 

28 

36 

209 

584 

584 

24.3721 

8.4061 

545 

29 

70 

25 

161 

878 

625 

23.3452 

8.1683 

595 

35 

40 

25 

210 

644 

875 

24.3926 

8.4108 

546 

29 

81 

16 

162 

771 

336 

23.3666 

8.1733 

596 

35 

52 

16 

211 

708 

736 

24.4131 

8.4155 

547 

29 

92 

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667 

323 

23.3880 

8.1783 

597 

35 

64 

09 

212 

776 

173 

24.4336 

8.4202 

548 

30 

03 

04 

164 

566 

592 

23.4094 

8 1833 

598 

35 

76 

04 

213 

847 

192 

24.4540 

8.4249 

549 

30 

14 

01 

165 

469 

149 

23.4307 

8.1882 

599 

35 

88 

01 

214 

921 

799 

24.4745 

8.4296 

550 

30 

25 

00 

166 

375 

000 

23.4521 

8.1932 

600 

36 

00 

00 

216 

000 

000 

24.4949 

8.4343 










































SQUARES, CUBES, SQUARE ROOTS AND CUBE 

ROOTS 


(fi 

(A 

tii 

X 

< 

D 

O' 




Bi 

U 

K 

s 

D 

in 

X 

D 

QUAKE 

Root 

Cube 

Root 

z 

CAI 



601 

36 12 01 

217 081 801 

24.5153 

8.4390 


60236 24 04218 167 20824.5357 ,8.4437 
603 36 36 09 219 256 227 24.5561 8.4484 
60436 48 16220 348 86424.5764 ,8.4530 
60536 60 25221 445 125 24.5967 8.4577 

60636 72 36222 545 01624.6171 8.4623 
60736 84 49223 648 54324 6374 8.4670 
60836 96 64224 755 71224.6577 8.4716 
609 37 08 81225 866 529 24.6779 8.4763 
61037 21 00226 981 00024.6982 8.4809 

61137 33 21228 099 13124.7184 8.4856 
61237 45 44229 220 92824.7386 8.4902 
61337 57 69230 346 39724.7588 8.4948 
61437 69 96231 475 544 24.7790 8.4994 
615 37 82 25 232 608 375 24.7992 8.5040 

61637 94 56233 744 89624.8193 8.5086 
61738 06 89234 885 11324.8395 8.5132 
61838 19 24236 029 03224.8596 8.5178, 
237 176 65924.8797 8.5224 



61938 31 61 
62038 44 00 

62138 56 41 
62238 68 84 


65142 38 01275 894 45125.5147 
: 652 42 51 04 277 167 808 25.5343 

653 42 64 09 278 445 077 25.5539 

654 42 77 16 279 726 264 25.5734 
65542 90 25281 011 37525.5930 

656 43 03 36282 300 41625.6125 
65743 16 49283 593 393 25.6320 

658 43 29 64 284 890 312 25.6515 

659 43 42 81286 191 179 25.6710 

660 43 56 00 287 496 000 25.6905 
66143 69 21288 804 78125.7099 
66243 82 44290 117 52825.7294 
66343 95 69291 434 24725.7488 
66444 08 96292 754 94425.7682 

665 44 22 25 294 079 625 25.7876 

666 44 35 56 295 408 296 25.8070 

667 44 48 89 296 740 963 25.8263 

668 44 62 24 298 077 632 25.8457' 

669 44 75 61299 418 309 25.8650 
67044 89 00300 763 00025.8844 


1238 328 00024.8998 8.5270 

L239 483 06124.9199 8.5316 67145 02 41302 111 71125.9037 
1240 641 84824.9399 8.5362 67245 15 84 303 464 44825.9230 
62338 81 29241 804 36724.9600 8.5408 67345 29 29 304 821 21725.9422 
62438 93 76242 970 62424.9800 8.5453 67445 42 76306 182 02425.9615 
625 39 06 25 244 140 625 25.0000 8.5499 675 45 56 25 307 546 875 25.9808 


62639 
62739 
62839 
629 39 
63039 

63139 

63239 

63340 

63440 

63540 


18 76245 314 

31 29246 491 
43 84247 673 
56 41248 858 
69 00250 047 

81 61251 239 
94 24252 435 
06 89253 636 

19 56254 840 

32 25256 047 


37625 

88325 

15225 

18925. 

00025, 

59125. 
96825. 
1372.5. 
10425. 
87525. 


0200 8.5544 
0400 8.5590 
0599 8.5635 
0799 8.5681 
0998 8.5726 
8.5772 


1197 

1396 

1595 

1794 

1992 


67645 

67745 

67845 

679‘46 


69 76 308 915 776 26.0000 
83 29 310 288 73326.0192 


96 84311 665 752 
10 41 313 046 839 
680,46 24 00314 432 000 


8.5817 

8.5862 

8.5907 

8.5952 


26.0384 

26.0576 

26.0768 

26.0960 


63640 44 96257 259 45625.2190 8.5997 
63740 57 69258 474 85325.2389 8.6043 
63840 70 44259 694 07225.2587 8.6088 
63940 83 21260 917 11925.2784 8.6132 
64040 96 00262 144 00025.2982 8.6177 

64141 08 81263 374 72125.3180 8.6222 
64241 21 64264 609 288 25.3377 8.6267 
64341 34 49265 847 70725.3574 8.6312 
64441 47 36267 089 98425.3772 8.6357 
64541 60 25268 336 12525.3969 8.6401 

646'41 73 16269 586 13625.4165 8.6446 
647i41 86 09270 840 02325.4362 8.6490 
64841 99 04272 097 79225.4558 8.6535 
649142 12 01273 359 44925.4755 8.6579 
65042 25 00274 625 00025.4951 8.6624 


68146 37 61315 821 241 
682 46 51 24 317 214 568 26.1151 
68346 64 89318 611 98726.1343* 
684 46 78 56 320 013 504 26.1534* 
68546 92 25321 419 12526.1725; 

68647 05 96322 828 85626.1916 

687 47 19 69 324 242 703 26.2107 

688 47 33 44 325 660 67226.2298 

689 47 47 21 327 082 769 26.2488 

690 47 61 00 328 509 000 26.2679 

69147 74 81329 939 37126.2869 
69247 88 64331 373 88826.3059 
693 48 02 49 332 812 557 26.3249 
69448 16 36334 255 38426.3439 
69548 30 25335 702 37526.3629 

69648 44 16337 153 53626.3818 
697 48 58 09 338 608 873 26.4008 
69848 72 04 340 068 39226.4197 
699,48 86 01341 532 099126.4386 
700 49 00 00 343 000 000 26.4575 


8.6668 

8.6713 

8.6757 

8.6801 

8.6845 

8.6890 
8.6934 
8.6978 
8.7022 I 
8.7066 

8.7110 

8.7154 

8.7198 

8.7241 

8.7285 

8.7329 

8.7373 

8.7416 

8.7460 

8.7503 

8.7547 

8.7590 

8.7634 

8.7677 

8.7721 

8.7764 

8.7807 

8.7850 

8.7893 

8.7937 

8.7980 

8.8023 

8.8066 

8.8109 

8.8152 

8.8194 

8.8237 

8.8280 

8.8323 

8.8366 

8.8408 

8.8451 

8.8493 

8.8536 

8.8578 

8.8621 

8.8663 

8.8706 

8.8748 

8.8790 





























2CA JONES & LAUGHLIN STEEL CO. 


SQUARES, CUBES, SQUARE ROOTS AND CUBE 

ROOTS 


S' Pi 

S : < I 

(A 

'v' ^ 

< s 


■ ^ 

g « 

b : < 

(A 

K 

'V' 

< = 

- -- 

§ ^ 

^ ' O' 

c/2 

D 

u 

c/: 

6^ 


u 


cjai 

70149 14 01 

344 472 10126.47648.88,33 

75156 40 01 

423 564 751 

27.4044 

9.0896 

70249 28 04345 948 40826.49538.8875 

752.56 55 04 425 259 008 27.4226 

9.0937 


703 49 42 09.347 428 927 26.51418.8917 753 56 70 09 426 957 777 27.4408 9.0977 

704 49 56 16 348 913 664 26.5330 8.8959 754 56 85 16 428 661 064 27.4591 9.1017 

705 49 70 25 350 402 525 26.5518 8.9001 755 57 00 25 430 368 875 27.4773 9.1057 

706 49 84 36 351 895 816 26.5707 8.9043 756 57 15 36 432 081 216 27.4955 9.1098 

707 49 98 49 353 393 243 26.5895 8.9085 757 57 30 49 433 798 093 27.5136 9.1 138 

708 50 12 64 354 894 912 26.6083 8.9127 758 57 45 64 435 519 512 27.5318 9.1178 

709 50 26 81356 400 829 26.62718.9169 759 57 60 81437 245 479 27.5.500 9.1218 

71050 41 00357 911 00026.64588.9211 760.57 76 00438 976 00027.5681 9.1258 

711.50 55 21359 425 43126.66468.9253 761.57 91 21440 711 08127.5862 9.1298 

712.50 69 44 360 944 128 26.6833 8.9295 762 58 06 44 442 4.50 728 27.6043 9.1338 

713 50 83 69 362 467 097 26.70218.9337 763 58 21 69 444 194 947 27.6225 9.1378 

714 50 97 96 363 994 344 26.7208 8.9378 764 58 36 96 445 943 744 27.6405 9.1418 

715 51 12 25 365 525 875 26.7395 8.9420 765 58 52 25 447 697 125 27.6586 9.1458 

716 51 26 56 367 061 696 26.7.582 8.9462 766 58 67 56 449 455 096 27.6767 9.1498 

717 51 40 89 368 601 813 26.7769 8.9.503 767 58 82 89 451 217 663 27.6948 9.1537 
71851 55 24370 146 23226.79.558.9.545 76858 98 24452 984 83227.7128 9.1577 

719 51 69 61371 694 959 26.8142 8.9.587 769 59 13 61454 756 609 27.7308 9.1617 

720 51 84 00 373 248 000 26.8328 8.9628 770 59 29 00 456 533 000 27.7489 9.1657 

72151 98 41374 805 36126.8514 8.9670 771.59 44 414.58 314 01127.7669 9 1696 
722 52 12 84 376 367 048 26.87018.9711 772 59 59 84 460 099 648 27.7849 9.1736 

723.52 27 29 377 933 067 26.8887 8.9752 773 59 75 29 461 889 917 27.8029 9.1775 

724 52 41 76 379 .503 424 26.9072 8.9794 774 59 90 76 463 684 824 27.8209 9.1815 

725 52 56 25 381 078 125 26.92.58 8.9835 775 60 06 25 465 484 375 27.8388 9.1855 

726 52 70 76 382 657176 26.9444 8.9876 776 60 21 76 467 288 576 27.8568 9.1894 

727 52 85 29 384 240 583 26.9629 8.9918 777 60 37 29 469 097 433 27.8747 9.1933 

728 52 99 84 385 828 352 26.9815 8.9959 778 60 52 84 470 910 952 27.8927 9.1973 

729 53 14 41387 420 489 27.0000 9.0000 779 60 68 41472 729 139 27.9106 9.2012 

730 53 29 00 389 017, ,000 27.0185 9.0041 780 60 84 00 474 552 000 27.9285 9.2052 

73153 43 61390 617'89127.03709.0082 78160 99 61476 379 54127.9464 9.2091 

732.53 5.8 24392 223 16827.0.5559.0123 78261 15 24478 211 76827.9643 9.2130 

733 53 72 89 393 832 837 27.0740 9.0164 783 61 30 89 480 048 687 27.9821 9.2170 

734 53 87 56 395 446 904 27.0924 9.0205 784 61 46 56 481 890 304 28.0000 9.2209 

735 54 02 25 397 065 375 27.1109 9.0246 785 61 62 25 483 736 625 28.0179 9.2248 

73654 16 96398 688 25627.12939.0287 786 61 77 96485 5.87 65628.0357 9.2287 
737 54 31 69 400 315 5.53 27.1477 9.0328 787 61 93 69 487 443 403 28.0535 9.2326 

738.54 46 44 401 947 27227.16629.0369 78862 09 44489 303 87228.0713 9.2365 

739 54 61 21403 583 419 27.1846 9.0410 789 62 2.5 21491 169 069 28.0891 9.2404 

740 54 76 00 405 224 000 27.2029 9.0450 790 62 41 00 493 039 000 28.1069 9 2443 

74154 90 81406 869 021 27.2213 9.0491 791 62 56 81494 913 67128.1247 9.2482 

742.55 05 64 408 518 488 27.2397 9.0532 792 62 72 64 496 793 088 28.1425 9.2521 

743.55 20 49 410 172 407 27.2580 9.0,572 793 62 88 49 498 677 257 28.1603 9.2560 
74455 35 36411 830 78427.27649.0613 79463 04 36500 566 18428.1780 9.2599 
745 55 50 25 413 493 625 27.2947 9.0654 795 63 20 25 502 4.59 875 28.1957 9.2638 

74655 65 1641S 160 93627.31309.0694 79663 36 16504 358 33628.2135 9.2677 

747.55 80 09 4ie 832 723 27.3313 9.0735 797 63 52 09 506 261 573 28.2312 9.2716 
748 55 95 04 415. 508 992 27.3496 9.0775 798 63 68 04 508 169 592 28.24,89 9.2754 

749.56 10 0 1 420 189 749 27.3679 9.0816 799 63 8 4 0 1 510 082 399 28.2666 9.2793 

7.50 56 25 00 421 875 000 27 . 38619.0856 800 64 00 00 512 000 000 28.2843 9.2832 
























JONES & LAUGHLIN STEEL CO. 2Go 


SQUARES, CUBES, SQUARE ROOTS AND CUBE 

ROOTS 


C/) 

X 

u 

S 

C/2 

X 

X 

< 

O' 


Cubes 


Iquake 

Root 

1 

— 

, 0 

' 

C/5 

X 

s 

1 

! 

C/3 

U 

< 



C/3 

m 

X 

U 


« 

< 3 

K D 

D O 


c/5 




LfJ 


A 

' 

CAl 




cr. 

801 

64 16 01 

513 

922 

401 

28.3019 

9.2870 

851 

72 

42 

01 

616 

295 

051 

29.1719 

9.4764 

802 

64 32 04 

515 

849 

608 

28.3196 

9.2909 

852 

72 

59 

04 

618 

470 

208 

29.1890 

9.4801 

803 

64 48 09 

517 

781 

627 

28.3373 

9.2948 

853 

72 

76 

09 

620 

650 

477 

29.2062 

9.4838 

804 

64 64 16 

519 

718 

464 

28.3549 

9.2986 

854 

72 

93 

16 

622 

835 

864 

29.2233 

9.4875 

805 

64 89 25 

521 

660 

125 

28.3725 

9.3025 

855 

73 

10 

25 

625 

026 

375 

29.2404 

9.4912 

803 

64 96 36 

523 

606 

616 

28.3901 

9.3063 

856 

73 

27 

36 

627 

222 

016 

29.2575 

9.4949 

807 

65 12 49 

525 

557 

943 

28.4077 

9.3102 

857 

73 

44 

49 

629 

422 

793 

29.2746 

9.4986 

808 

65 28 64 

527 

514 

112 

28.4253 

9.3140 

858 

73 

61 

64 

631 

628 

712 

29.2916 

9.5023 

803 

65 44 81 

529 

475 

129 

28.4429 

9.3179 

859 

73 

78 

81 

633 

839 

779 

29.3087 

9.5060 

810 

65 61 00 

531 

441 

000 

28.4605 

9.3217 

860 

73 

96 

00 

636 

056 

000 

29.3258 

9.50.97 

811 

65 77 21 

533 

411 

731 

28.4781 

9.3255 

861 

74 

13 

21 

638 

277 

381 

29.3428 

9.5134 

812 

65 93 44 

535 

337 

328 

28.4956 

9.3294 

862 

74 

30 

44 

640 

.503 

928 

29.3598 

9.5171 

813 

63 09 69 

537 

367 

797 

28.5132 

9.3332 

863 

74 

47 

69 

642 

735 

647 

29.3769 

9.5207 

814 

63 25 96 

539 

353 

144 

28.5307 

9.3370 

864 

74 

64 

96 

644 

972 

544 

29.3939 

9.5244 

815 

63 42 25 

541 

343 

375 

28.5482 

9.3403 

865 

74 

82 

25 

647 

214 

625 

29.4109 

9.5281 

816 

63 58 56 

543 

338 

496 

28.5657 

9.3447 

866 

74 

99 

56 

649 

461 

896 

29.4279 

9.5317 

817 

63 74 89 

545 

338 

513 

28.5832 

9.3485 

867 

75 

16 

89 

651 

714 

363 

29.4449 

9.5354 

818 

63 91 24 

547 

343 

432 

28.6007 

9.3523 

868 

75 

34 

24 

653 

972 

032 

29.4618 

9.5391 

819 

67 07 61 

549 

353 

259 

28.6182 

9.3561 

859 

75 

51 

61 

656 

234 

909 

29.4788 

9.5427 

820 

67 24 00 

551 

388 

000 

28.6356 

9.3599 

870 

75 

69 

00 

658 

503 

000 

29.4958 

9..5464 

821 

67 40 41 

553 

387 

661 

28.6531 

9.3637 

871 

75 

86 

41 

660 

776 

311 

29.5127 

9.5.501 

822 

67 56 84 

555 

412 

248 

28.6705 

9.3675 

872 

76 

03 

84 

663 

054 

848 

29.5296 

9.5537 

823 

67 73 29 

557 

441 

767 

28.6880 

9.3713 

873 

76 

21 

29 

665 

338 

617 

29.5466 

9..5574 

824 

67 89 76 

559 

473 

224 

28.7054 

9.3751 

874 

76 

38 

76 

667 

627 

624 

29.5635 

9.5610 

825 

68 03 25 

561 

515 

625 

28.7228 

9.3789 

875 

76 

56 

25 

669 

921 

875 

29.5804 

9.5647 

826 

68 22 76 

563 

559 

976 

28.7402 

9.3827 

876 

76 

73 

76 

672 

221 

376 

29.5973 

9.5683 

827 

68 39 29 

535 

609 

283 

28.7576 

9.3865 

877 

76 

91 

29 

674 

526 

133 

29.6142 

9.5719 

828 

68 55 84 

567 

663 

552 

28.77.50 

9.3902 

878 

77 

08 

84 

676 

836 

152 

29.6311 

9.5756 

829 

68 72 41 

569 

722 

789 

28.7924 

9.3940 

879 

77 

26 

41 

679 

151 

439 

29.6479 

9..5792 

830 

63 89 00 

571 

787 

000 

28.8097 

9.3978 

880 

77 

44 

00 

681 

472 

000 

29.6648 

9.5828 

831 

69 05 61 

573 

856 

191 

28.8271 

9.4016 

881 

77 

61 

61 

683 

797 

841 

29.5816 

9..5865 

832 

69 22 24 

575 

930 

368 

28.8444 

9.4053 

882 

77 

79 

24 

686 

128 

968 

29.6985 

9.5901 

833 

69 38 89 

578 

009 

537 

28.8617 

9.4091 

883 

77 

96 

89 

688 

465 

887 

29.7153 

9.5937 

834 

69 55 56 

580 

093 

704 

28.8791 

9.4129 

884 

78 

14 

56 

690 

807 

104 

29.7321 

9.5973 

835 

69 72 25 

582 

182 

875 

28.8964 

9.4166 

885 

78 

32 

25 

693 

154 

125 

29.7489 

9.6010 

833 

69 83 93 

584 

277 

056 

28.9137 

9.4204 

886 

78 

49 

96 

695 

506 

456 

29.7658 

9.6046 

837 

70 05 69 

586 

376 

253 

28.9310 

9.4241 

887 

78 

67 

69 

697 

864 

103 

29.7825 

9.6082 

838 

70 22 44 

5S8 

480 

472 

28.9482 

9.4279 

888 

78 

85 

44 

700 

227 

072 

29.7993 

9.6118 

839 

70 39 21 

590 

589 

719 

28.9655 

9.4316 

889 

79 

03 

21 

702 

595 

369 

29.8161 

9.6154 

840 

70 53 00 

592 

704 

000 

28.9828 

9.4354 

890 

79 

21 

00 

704 

969 

000 

29.8329 

9.6190 

841 

70 72 81 

594 

823 

321 

29.0000 

9.4391 

891 

79 

38 

81 

707 

347 

971 

29.8496 

9.6226 

842 

70 89 64 

596 

947 

688 

29.0172 

9.4429 

892 

79 

56 

64 

709 

732 

288 

29.8664 

9.6262 

843 

71 03 49 

599 

077 

107 

29.0345 

9.4466 

893 

79 

74 

49 

712 

121 

957 

29.8831 

9.6298 

844 

71 23 36 

601 

211 

584 

29.0517 

9.4503 

894 

79 

92 

36 

714 

516 

984 

29.8998 

9.6334 

845 

71 40 25 

603 

351 

125 

29.0689 

9.4541 

895 

80 

10 

25 

716 

917 

375 

29.9166 

9.6370 

846 

71 57 16 

605 

495 

735 

29.0861 

9.4578 

896 

80 

28 

16 

719 

323 

136 

29.9333 

9.6406 

847 

71 74 09 

607 

645 

423 

29 1033 

9.4615 

897 

80 

46 

09 

721 

734 

273 

29.9500 

9.6442 

848 

71 91 04 

609 

800 

192 

29.1204 

9.46.52 

898 

80 

64 

04 

724 

150 

792 

29.9666 

9.6477 

849 

72 08 01 

611 

960 

049 

29.1.376 

9.4690 

899 

80 

82 

01 

726 

572 

699 

29.9833 

9.6513 

850 

72 25 00 

614 

125 

000 

29.1548! 

9.4727 

900 

81 

00 

00 

729 

000 

000 

30.0000 

9.6549 


/ 

























2GG JONES & LAUGHLIN STEEL CO. 


SQUARES, CUBES, SQUARE ROOTS AND CUBE 

ROOTS 


1/3 

K 

W 

n 

S 


in 

u 

K 

< 

O' 

in 


t/3 

u 

n 

D 

O 


u 

X r- 

< ^ 
5 O 

O-C^ 

in 


U r 

? 9 

6x 


■x. 

X 

Il3 

fS 


90181 18 01 731 432 701 30.0167 9.6585 

902 81 36 04 733 870 808 30.0333 9.6620 

903 81 54 09 736 314 327 30.0500 9.6656 

904 81 72 16 738 763 264 30.0666 9.6692 

905 81 90 25 741 217 625 30.0832 9.6727 

906 82 08 36 743 677 416 30.0998 9.6763 

907 82 26 49 746 142 643 30.1164 9.6799 

908 82 44 64 748 613 312 30.1330 9.6834 

909 82 62 81751 089 429 30.1496 9.6870 

910 82 81 00 753 571 000 30.1662 9.6905 
91182 99 21 756 058 031 30.1828 9.6941 
91283 17 44 758 550 528 30.19939.6976 

913 83 35 69 761 048 497 30.2159 9.7012 

914 83 53 96 763 551 944 30.2324 9.7047 

915 83 72 25 766 060 875 3O.249O«0.7O82 

916 83 90 56 768 575 296 30.2655 9.7118 

917 84 08 89 771 095 213 30.2820 9.7153 

918 84 27 24 773 620 632 30.2985 9.7188 
91984 45 61 776 151 55930.31509.7224 
920 84 64 00 778 688 000 30.3315 9.7259 
92184 82 41781 229 961 30.3480 9.7294 

922 85 00 84 783 777 448 30.3645 9.7329 

923 85 19 29 786 330 467 30.3809 9.7364 

924 85 37 76 788 889 024 30.3974 9.7400 

925 85 56 25 791 453 125 30.4138 9.7435 

926 85 74 76 794 022 776 30.4302 9.7470 

927 85 93 29 796 597 983 30.4467 9.7505 
92886 11 84 799 178 752 30.46319.7540 

929 86 30 41801 765 089 30.4795 9.7575 

930 86 49 00 804 357 000 30.4959 9.7610 

93186 67 61806 954 491 30.51239.7645 
932 86 86 24 809 557 568 30.5287 9.7680 
93387 04 89812 166 237 30.54509.7715 

934 87 23 56 814 780 504 30.5614 9.7750 

935 87 42 25 817 400 375 30.5778 9.7785 

93687 60 96820 025 856,30.59419.7819 

937 87 79 69 822 656 953 30.6105 9.7854 

938 87 98 44 825 293 672 30.6268 9.7889 


93988 17 21827 936 019 
94088 36 00830 584 000 

94188 54 81 833 237 621 
94288 73 64835 896 888 
94388 92 49838 561 807 


944 

945 

946 

947 

948 

949 

950 


89 11 36 
89 30 25 

89 49 16 
89 68 09 

89 87 04 

90 06 01 
90 25 00 


30.6431 9.7924 
30.6594 9.7959 

30.67579.7993 
30.69209.8028 
30.70839.8063 
30.72469.8097 
843 908 625 30.7409 9.8132 

846 590 53630.75719.8167 
849 278 123 30.7734 9.8201 
851 971 392 30.78969.8236 
854 670 349 30.80589.8270 
857 375 00030.82219.8305 


841 232 384 


u 

X 

< 

o- 

in 


951 

952 

953 

954 

955 

956 

957 

958 

959 

960 

961 

962 

963 

964 

965 

966 

967 

968 

969 

970 

971 

972 

973 

974 

975 

976 

977 

978 

979 

980 

981; 

982 

983 

984 

985 

986 

987 
988' 

989 

990 

991’ 

992 

993 

994 

995 

996 

997 

998 

999 
1000 


Xl 

a 


CJ 


u 

f- 
< C 

in 


90 44 01 
90 63 04 

90 82 09 

91 01 16 
91 20 25 

91 39 36 
91 58 49 
91 77 64 

91 96 81 

92 16 00 

92 35 21 
92 54 44 
92 73 69 

92 92 96 

93 12 25 

93 31 56 
93 50 89 
93 70 24 

93 89 61 

94 09 00 
94 28 41 
94 47 84 
94 67 29 

94 86 76 

95 06 25 

95 25 76, 
95 45 29 
95 64 84' 

95 84 41 

96 04 00 

96 23 61 
96 43 24 
96 62 89 

96 82 56 

97 02 25 

97 21 96 
97 41 69 
97 61 44 

97 81 21 

98 01 00 

98 20 81 
98 40 64 
98 60 49 

98 80 36 

99 00 25 

99 2016 
99 40 09 
99 60 04 
99 80 01 
100 00 00 


988 047 936 
991 026 973 
994 on 992 
997 002 999 
1000 000 000 


31.5595 

31.5753 

31.5911 

31.6070 

31.6228 






860 085 35130.8383 
862 801 40830.8545 
865 523 17730.8707 
868 250 66430.8869 
870 983 875 30.9031 

873 722 81630.9192 
876 467 49330.9354 
879 217 91230.9516 
881 974 079 30.9677 
884 736 00030.9839 

887 503 68131.0000 
890 277 12831.0161 
893 056 347 31.0322 
895 841 344 31.0483 
898 632 12531.0644 

901 428 69631.0805 
904 231 06331.0966 
907 039 23231.1127 
909 853 20931.1288 
912 673 00031.1448 

915 498 61131.1609 
918 330 04831.1769 
921 167 31731 1929 
924 010 424 31.2090 
926 859 37531.22501 

929 714 17631.2410i 
932 574 83331.2570; 
935 441 35231.2730! 
938 313 739 31.2890; 
941 192 00031.3050 
944 076 14131.3209 
946 966 16831.3369 
949 862 08731.3528 
952 763 904 31.3688 
955 671 62531.3847 

958 585 256 31.4006 
961 504 80331.4166! 
964 430 272 31.4325^ 
967 361 669 31.44841 
970 299 00031.4643 

973 242 271 31.4802 
976 191 48831.4960 
979 146 657 31.5119 
982 107 784 31.5278; 
985 074 875 31.5436 


9.8339 

9.8374 

9.8408 

9.8443 

9.8477 

9.8511 

9.8546 

9.8580 

9.8614 

9.8648 

9.8683 

9.8717 

9.8751 

9.8785 

9.8819 

9.8854 

9.8888 

9.8922 

8.8956 

9.8990 

9.9024 

9.9058 

9.9092 

9.9126 

9.9160 

9.9194 

9.9227 

9.9261 

9.9295 

9.9329 

9.9363 

9.9396 

9.9430 

9.9464 

9.9497 

9.9531 

9.9565 

9.9598 

9.9632 

9.9666 

9 9699 
9.9733 
9.9766 
9.9800 
9.9833 

9.9866 

9.9900 

9.9933 

9.9967 

10.0000 



































JONES & LAUGHLIN STEEL CO 


207 


PATENT COLD ROLLED STEEL SHAFTING, 

Piston Rods, Etc. 


Round 


Diameter 

Inches 

W eight 
Per Foot 

Diameter 

Inches 

W eight 
Per Foot 

6 

96.22 

2% 

15.07 

m 

94.23 

2H 

14.29 ! 

5J4 

80.85 

2H 

13.52 

5* 

79.01 

2A 

12.79 

5 

66.82 

23^8 

12.06 1 

4H 

65.15 

2A 

11.36 

iH 

60.30 

2 

10.69 


54.83 

m 

10.03 

4^ 

52.62 

VA 

9.39 i 

4J4 

48.28 

If? 

9.09 

4^ 

46.87 

ItI 

8.78 

4 

42.77 

1 IM 

8.18 

m 

41.43 

Itt 

7.61 

m 

40.13 

00\ 

7.06 

3^ 

37.57 

lA 

6.52 

3H 

36.33 

iM 

6.01 

ZVs 

35.12 

IM 

5.77 . 

3A 

33.91 ; 

lA 

5.52 

3H 

32.74 


5.29 

3A 

31.57 

iH 

5.05 

ZVs 

30.43 

lA 

4.60 

3M 

28.23 

lA 

4.38 i 

3A 

27.15 

ik 

4.18 1 

ZYs 

26.10 

lA 

3.97 1 

3 

24.05 

lll5 

3.85 

2H 

23.06 

lA 

3.77 

m 

22.09 

lA 

3.57 

2H 

21.14 

IVs 

3.38 

2% 

20.21 

lA 

3.20 

2tt 

19.30 

lA 

3.11 

2% 

18.41 

lA 

3.02 

2A 

17.55 

lA 

2.84 i 

2H 

16.70 

1 

2.67 

2A 

15.87 

ih 

2.51 I 


<U 

(D 




u 

H 

g 

H 


■M O 

o 

bjOiL, 

> <u 
^Ph 


2.35 

2.27 

2.19 

2.05 

1.90 

1.83 

1.76 

1.70 

1.63 

1.50 

1.44 

1.38 

1.26 

1.21 

1.15 

1.10 

1.04 

.94 

.85 

.74 

.67 

.59 

.51 

.44 

.38 

.32 

.26 

.17 


.13 

.09 


Square 


m 

(U (U 

CD fl 


4 

3M 

3)^ 

3M 

3 

2M 

2y2 

2H 

2 

IH 

IVs 

IH 

m 

IH 

IVs 

ll^ 

1 

H 

Vs 

H 

H 


Vs 

A 

A 

H 

A 

A 

H 

A 


■S o 


54.45 

47.84 

41.68 

35.94 

30.62 

25.73 

21.26 

17.22 

13.61 

10.42 

8.98 
7.66 

6.43 

5.32 
4.31 
3.84 

3.40 

2.99 
2.61 
2.25 

1.91 

1.61 

1.33 
1.08 

.85 

.65 

.48 

.40 

.33 

.27 

.21 

.16 


Made to Whitworth’s Standard uauge, ana accuraiciy suaigincucu. 

The shafts are kept on hand at the mill, in lengths of 24 feet, and are cut 
to any length desired. 

Send for our Shafting Catalogue. 







































2G8 JONES & LAUGHLIN STEEL CO. 


STANDARD TURNBUCKLES 
Cleveland City Forge and Iron Company 
(For reference only. Not made by Jones & Laughlin Steel Co.) 



Size D 
Inches 

Length L 
Inches 

Weight of 
Buckle 
Pounds 

Weight of 
Buckle and 
Bolt Ends 
Pounds 

Size D 
Inches 

Length L 

Inches 

Weight of 

Buckle 

Pounds 

Weight of 

Buckle and 

Bolt Ends 

Pounds 


22 

1 


2 

29 

14 

35 


22 

1 

iM 

23^ 

29 

17 

41 

y2 

22 

1 

2 

2K 

30 

20 

47 

A 

22 

IM 

23^ 

2M 

31 

22 

53 


22 


3 

23^ 

32 

25 

61 


23 

2 

4 

2^ 

32 

30 

70 

Vs 

24 

3 

6 

2M 

33 

33 

78 

1 

25 

4 

8 

2% 

33 

36 

86 


25 

5 

11 

3 

34 

40 

96 


26 

6 

13 

SVs 

36 

• • • • 

• • • • 

m 

27 

7 

16 


36 

50 

120 

13^ 

27 

8 

19 

3^ 

37 

• • • • 


iVs 

28 

10 

23 

33^ 

37 

65 

150 

IH 

28 

11 

26 

3M 

39 

• • • • 

.... 

iVs 

29 

12 

30 

4 

41 

• . • . 

.... 


D. Size = Outside diameter of screws. 


A. Length in clear between heads = 6 inches first 
length for all sizes. 

B. Length of tapped heads = 1^ D. 

C. Total length of buckle without bolt ends = 6 inches 
3 D, nearly. 

L. Total length of buckle and stub ends when open. 

L.—A = Length of two stub ends. 

The “ size ” of the buckle is the outside diameter of the 
screw, same as bolts, nuts, etc. 


































































































•270 JONES & LAUGHLIN‘STEEL CO. 


STANDARD SLEEVE NUTS 
King Bridge Company, Cleveland, Ohio 
(For reference only. Not made by Jones & Laughlin Steel Co.) 



Threads, U. S. Standard 


E 

Diameter 
OF Screw 
.Inches 

Length 
OF Nut 
Inches 

T 

Length 

OF 

Thread 

Inches 

W 

Diameter 

OF 

Hexagon 

Inches 

Weight 
OF One 
Nut 
Pounds 

Weight 
OF One 
Nut and 
T wo 
Screw 
Ends 
Pounds 

y* 

8 

1 




% 

8 

lys 




1 

8 

134 





8 

m 





8 

ly 




1% 

8 

m 




iy2 

8 

IH 




1% 

8 

m 





8 

2 




V4 

8 

2H 




2 

10 

2H 




2H 

10 

2Vs 





10 

234 




2% 

10 

2^ 




2y 

10 

2% 




2% 

10 

2% 




2^ 

10 

3 




2% 

10 

334 




3 

10 

334 



• 

m 

12 

z% 




zy* 

12 

33^ 




ZH 

12 

zy 





12 

334 




z% 

12 

ZVs 




334 

12 

4 




ZH 

12 

434 




4 

12 

434 




4H 

12 

4?4 

















































JONES & LAUGHLIN STEEL CO. 271 


STANDARD SHOULDERED PINS 
King Bridge Company, Cleveland, Ohio 
(For reference only. Not made by Jones & Laughlin Steel Co.) 


H-—H' 


rc)i 

" T 




■1 T-n 

Q CO 

1 _'L__ 

I 

t 

CL 

^ 1 

1 

1 

1 

f J 


_Jl 


J-FF 

> 


Eight threads per inch. 


Dimensions in Inches 

Dimensions in 

Inches 

P 

S 

D 

F 

H 

P 

S 

D 

F 

H 


54 

234 

54 

234 

534 

4 

754 

34 

654 

m 

54 

234 

54 

234 

554 

4 

754 

34 

654 

IH 

1 

334 

54 

254 

554 

434 

834 

54 

7 


1 

334 

54 

254 

534 

434 

834 

54 

7 

m 


334 

54 

3 

6 

434 

854 

34 

734 

VA 

l>4 

334 

54 

3 

634 

434 

834 

.34 

734 

2 

134 

4 

34 

334 

634 

434 

854 

1 

734 

2 H 

134 

4 

34 

334 

654 

434 

854 

1 

734 

2 H 

m 

4 

34 

334 

634 

434 

854 

1 

734 

2 H 

154 

434 

34 

354 

654 

434 

9 

ITV 

754 

214 

154 

454 

34 

354 

654 

434 

9 

IW 

734 

2 % 

154 

454 

34 

354 

634 

434 

9 

lA 

754 

2 H 

2 

454 

54 

4 

7 

434 

9 

lA 

734 

2 % 

2 

454 

34 

4 

734 

5 

934 

154 

8V4 

3 

234 

434 

34 

434 

734 

5 

934 

154 

834 

33^ 

234 

474 

34 

434 

754 

5 

934 

154 

834 

3^ 

234 

534 

34 

434 

8 

5 

1054 

154 

934 


234 

534 

34 

434 

834 

5 

1034 

154 

934 

m 

254 

534 

34 

454 

834 

5 

1054 

154 

934 

3^ 

254 

534 

34 

454 

854 

6 

1154 

154 

10 

334 

3 

554 

34 

5 

9 

6 

1154 

154 

10 


3 

554 

34 

5 

934 

6 

1154 

154 

10 

4 

334 

634 

34 

534 

934 

6 

1234 

134 

1034 

434 

334 

634 

34 

534 

954 

6 

1234 

134 

1034 

434 

334 

634 

34 

534 

10 

7 

1334 

134 

1134 

4^ 

334 

654 

54 

554 

1034 

7 

1334 

134 

1134 

434 

334 

654 

54 

554 

1034 

7 

1334 

• 134 

1134 

454 

334 

654 

54 

554 

1054 

7 

1334 

134 

1134 

454 

334 

7 

54 

6 

11 

8 

1434 

2 

1254 

4J4 

334 

7 

54 

6 

1134 

8 

1454 

2 

1254 

5 

4 

734 

54 

634 

1134 

8 

1454 

2 

1254 

534 

4 

734 

54 

634 

1154 

8 

1454 

2 

1254 

5 M 

4 

734 

% 

634 

12 

8 

1454 

2 

1254 

5^ 

4 

734 

54 

634 

1 






















































































































JONES & LAUGHLIN STEEL CO. 273 


ADJUSTABLE EYE BARS 
King Bridge Company, Cleveland, Ohio 
(For reference only. Not made by Jones & Laughlin Steel Co.) 



Lengths of upsets are for King Bridge Company’s standard sleeve nuts. 
Add two inches for Cleveland turnbuckles. 


tfi 

0) 

C/3 

<U 

U 

rt 

pq 

O 

Pi s 

U 

(/i 

0) 

"u 

(U 

C/D 

^ <U 

C/D 

<U 

C/D 

ID 

73 

C/D 

OD 

'u 

U 

CQ 

0-0 

Pi 11 

C/D 

ID 

X. 

(J 

'4-» 

V 

C/D 

Cu 

/-* 

>—( 

< 

pq 

c 

tcf 

o 

rt 

0) 

< 

u O 
< 


< 

< 

c 

i-H 

w" 

O 

rt 

d) 

u 

< 

< 

1 

o "y 

M-i c 

-a 

"O 

C 

7 

Ik 

4k 

10.5 

12.57 

9 

18 

4 

Ik 

3k 

7. 

8.64 

7k 

15 

7 

Ik 

4k 

9.63 

12.41 

8 k 

17 

4 

Ik 

3k 

6.5 

7.55 

7 

14 

7 

IM 

4 

8.75 

9.99 

8 

16 

4 

Ik 

3k 

6 . 

7.55 

7 

14 

7 

Ik 

4 

7.88 

9.99 

8 

16 

4 

Ik 

3k 

5.5 

6.51 

6 k 

13 

7 

1 

3k 

7. 

8.64 

7k 

15 

4 

Ik 

3k 

5. 

6.51 

6 k 

13 







4 

Ik 

3 

4.5 

5.43 

6 

12 

6 

6 

6 

Ik 

Ik 

Ik 

4k 

4k 

4 

9.75 

9. 

8.25 

12.57 

11.41 

9.99 

9 

8 k 

8 

18 

17 

16 

4 

4 

4 

1 

k 

k 

2 k 

2 k 

2 k 

4. 

3.5 

3. 

4.62 

4.16 

3.72 

6 

6 

6 

12 

12 

12 

6 

6 

6 

6 

6 

Ik 

Ik 

1 

k 

k 

3k 

3k 

3k 

3k 

3 

7.5 
6.75 
6 . 

5.25 

4.5 

8.64 

8.64 

7.55 

6.51 

5.43 

7k 

7k 

7 

6 k 

6 

15 

15 

14 

13 

12 

3k 

3k 

3k 

3k 

3k 

Ik 

Ik 

1 

k 

k 

3 

2 k 

2 k 

2 k 

2 k 

4.38 

3.94 

3.5 

3.06 

2.63 

5.43 

4.62 

4.16 

3.72 

3.30 

6 

6 

6 

6 

6 

12 

12 

12 

12 

12 

5 

Ik 

4k 

8.75 

11.41 

8 k 

17 

3 

Ik 

3 

4.5 

5.43 

6 

12 

5 

Ik 

4 

8.13 

9.99 

8 

16 

3 

Ik 

2 k 

4.13 

4.92 

6 

12 

5 

Ik 

3k 

7.5 

8.64 

vk 

15 

3 

Ik 

2 k 

3.75 

4.62 

6 

12 

5 

Ik 

3k 

6.88 

8.64 

7k 

15 

3 

Ik 

2 k 

3.38 

4.16 

6 

12 

5 

Ik 

3k 

6.25 

7.55 

7 

14 

3 

1 

2 k 

3. 

3.72 

6 

12 

5 

Ik 

3k 

5.63 

6.51 

6 k 

13 

3 

k 

2 k 

2.63 

3.02 

6 

12 

5 

1 

3k 

5. 

6.51 

6 k 

13 

3 

k 

2 k 

2.25 

3.02 

6 

12 

5 

k 

3 

4.38 

5.43 

6 

12 






5 

k 

2 k 

3.75 

4.62 

6 

12 

2 k 

Ik 

2 k 

3.13 

3 72 

6 

12 








2 k 

Ik 

2 k 

2.81 

3.30 

6 

12 

4H 

Ik 

3k 

6.75 

8.64 

7k 

15 

2 k 

1 

2 k 

2.5 

3.02 

6 

12 


Ik 

3k 

6.19 

7.55 

7 

14 

2 k 

k 

2 k 

2.19 

2.65 

6 

12 

4H 

Ik 

3k 

5.63 

6.51 

6 k 

13 

2 k 

k 

2 

1.88 

2.30 

6 

12 

4H 

Ik 

3k 

5.06 

6.51 

i6k 

13 



2 k 


2.65 


12 

4k 

1 

3 

4.5 

5.43 

6 

12 

2 

1 

2 . 

6 

4H 

k 

2 k 

3.94 

4.92 

6 

12 

2 

k 

2 

1.75 

2.30 

6 

12 

43^ 

k 

2 k 

3.38 

4.16 

6 

12 

2 

k 

Ik 

1.5 

2.05 

6 

12 























































































































JONES & LAUGHLIN STEEL CO. 275 


King Bridge Company’s Steel Eye Bars 


Notes 

' King Bridge Company’s standard eye bars are hydraulic 
forged without the addition of extraneous metal and without 
buckles or welds, and are guaranteed under the conditions 
given in the preceding table to develop value 6f the bar when 
tested to destruction. 

The heads on standard eye bars are finished of the same 
thickness ( B) as body of bar. 

We contract only for finished eye bars, that is, with the 
eyes bored at distances apart from center to center as 
required, and of right diameter to fit the size of pin to 
be used. 

Unless otherwise specified, steel of the following quality 
will be used: Ultimate strength, 60,000 to 68,000 pounds 
per square inch. 

Elastic limit not less than one-half the tensile strength. 

Elongation from 17 to 20 per cent; the elongation to be 
measured after breaking on an original length of ten times 
the shortest dimensions of the test piece. Reduction of area 
34 to 40 per cent. To all bars 1 inch thick and under add 
inch to above adds. 


Data to be furnished Jones & Laughlin Steel 
Company when requesting a Tender 
FOR Steel Eye Bars 
























276 JONES & LAUGHLIN STEEL CO . 


DECIMALS OF A FOOT FOR EACH 1-64 INCH 


Inches 


u 

z 

HH 

0 I 

1 1 

2 

3 

4 

5 

1 

6 

7 

8 

9 

10 

11 

0 

.0 

.0833 

.1667 

.2500 

.3333 

.4167 

.5000 

.5833 

.6667 

. 7500 | 

.8333 

.9167 


.0013 

.0846 

.1680 

.2513 

.3346 

.4180 

.5013 

.5846 

.6680 

. 7513 ' 

.8346 

.9180 

A 

.0026 

.0859 

.1693 

.2526 

.3359 

.4193 

.5026 

.5859 

.6693 

. 7526 ! 

.8359 

.9193 

A 

.0039 

.0872 

.1706 

.2539 

.3372 

.4206 

.5039 

.5872 

.6706 

. 7539 ; 

.8372 

.9206 

A 

.0052 

.0885 

.1719 

.2552 

.3385 

.4219 

.5052 

.5885 

.6719 

.75521 

1 

.8385 

.9219 

A 

.0065 

.0898 

.1732 

.2565 

.3398 

.4232 

.5065 

.5898 

.6732 

. 7565 ’ 

.8398 

.9232 


.0078 

.0911 

. 1745 

.2578 

.3411 

.4245 

.5078 

.5911 

.6745 

.75781 

.8411 

.9245 

A 

.0091 

.0924 

. 1758 

.2591 

.3424 

.4258 

.5091 

.5924 

.6758 

. 7591 ' 

.8424 

.9258 


.0104 

.0937 

.1771 

.2604 

.3437 

.4271 

.5104 

.5937 

.6771 

. 7604 j 

.8437 

.9271 

A 

.0117 

.0951 

.1784 

.2617 

.3451 

.4284 

.5117 

.5951 

.6784 

.7617 

.8451 

.9284 

A 

.0130 

.0964 

.1797 

.2630 

.3464 

.4297 

.5130 

.5964 

.6797 

.7630 

.8464 

.9297 

ii 

.0143 

.0977 

.1810 

.2643 

.3477 

.4310 

.5143 

.5977 

.6810 

.7643 

.8477 

.9310 

A 

.0156 

.0990 

.1823 

.2656 

.3490 

.4323 

.5156 

.5990 

.6823 

.7656 

.8490 

.9323 


.0169 

.1003 

.1836 

.^669 

.3503 

.4336 

.5169 

.6003 

.6836 

.7669 

.8503 

.9336 

A 

.0182 

.1016 

.1849 

.2682 

.3516 

.4349 

.5182 

.6016 

.6849 

.7682 

.8516 

.9349 


.0195 

.1029 

.1862 

2695 

.3529 

.4362 

.5195 

.6029 

.6862 

.7695 

.8529 

.9362 

M 

.0208 

.1042 

.1875 

.2708 

.3542 

.4375 

.5208 

.6042 

.6875 

.7708 

.8542 

.9375 


.0221 

.1055 

.1888 

.2721 

.3555 

.4388 

.5221 

.6055 

.6888 

.7721 

.8555 

.9388 


.0234 

.1068 

.1901 

.2734 

.3568 

.4401 

.5234 

.6068 

.6901 

.7734 

.8568 

.9401 

§ 

.0247 

.1081 

.1914 

.2747 

.3581 

.4414 

.5247 

.6081 

.6914 

.7747 

.8581 

.9414 

■:Ar 

.0260 

.1094 

.1927 

.2760 

.3594 

.4427 

.5260 

.6094 

.6927 

.7760 

.8594 

.9427 


.0273 

.1107 

.1940 

.2773 

.3607 

.4440 

.5273 

.6107 

.6940 

.7773 

.8607 

.9440 

H 

.0286 

.1120 

.1953 

.2786 

.3620 

.4453 

.5286 

.6120 

.6953 

.7786 

.8620 

.9453 

n 

.0299 

.1133 

.1966 

.2799 

.3633 

.4466 

.5299 

.6133 

.6966 

.7799 

.8633 

.9466 

Vs 

.0312 

.1146 

.1979 

.2812 

.3646 

.4479 

.5312 

.6146 

.6979 

.7812 

.8646 

.9479 

2r, 

.0326 

.1159 

.1992 

.2826 

.3659 

.4492 

.5326 

.6159 

.6992 

.7826 

.8659 

.9492 

M 

.0339 

.1172 

.2005 

.2839 

.3672 

.4505 

.5339 

.6172 

.7005 

.7839 

.8672 

.9505 

M 

.0352 

.1185 

.2018 

.2852 

.3685 

.4518 

.5352 

.6185 

.7018 

.7852 

.8685 

.9518 

A 

.0365 

.1198 

.2031 

.2865 

.3698 

.4531 

.5365 

.6198 

.7031 

.7865 

.8698 

.9531 

M 

.0378 

.1211 

.2044 

.2878 

.3711 

.4544 

.5378 

.6211 

.7044 

.7878 

.8711 

.9544 


.0391 

.1224 

.2057 

.2891 

.3724 

.4557 

.5391 

.6224 

.7057 

.7891 

.8724 

.9557 

§ 

.0404 

.1237 

.2070 

.2904 

.3737 

.4570 

.5404 

.6237 

.7070 

.7904 

.8737 

1.9570 


.0417 

.1250 

.2083 

.2917 

.3750 

.4583 

.5417 

.6250 

.7083 

.7917 

.8750 

.9583 

1 


























































































































278 


JONES & LAUGHLIN STEEL CO. 


DECIMALS OF AN INCH FOR EACH I-64TH 


1- 

i sa 

! '■ 

</> V 

X 

H 1 

-s 

|i 

Decimal 

Fraction 

Q 

‘“in 

r 

Decimal 

Fraction 

1 


1 ; 

.015625 


i 

33 

.515625 


1 I 

2 I 

.03125 


17 1 

34 

.53125 i 


i 

3 

.046875 


[ 

35 

.546875 


2 i 

4 1 

.0625 

1-16 ' 

18 1 

36 

.5625 

9-16 


1 

5 1 

.078125 


1 

37 

.578125 


3 ’ 

6 

.09375 


19 i 

38 

.59375 



7 

.109375 


1 

39 

.609375 


4 

8 

.125 

1-8 

20 

40 

.625 

5-8 


9 

.140625 



41 

.640625 


5 

10 

.15625 

i 

21 

42 

.65625 



11 

.171875 



43 

.671875 


6 

12 

.1875 

3-16 i 

22 

44 

.6875 

11-16 


13 

.203125 

i 


45 

.703125 


7 

14 

.21875 


23 

46 

.71875 



15 

.234375 

! 

i 

47 

.734375 


8 

16 

.25 

1^ 

24 

48 

.75 

3-4 


17 

.265625 



49 

.765625 


9 

: 18 

i .28125 


25 

50 

.78125 



19 

.296875 

' 


51 

.796875 


10 

20 

.3125 

> 5-16 

1 26 

52 

.8125 

13-16 


1 21 

1 .328125 



53 

.828125 


11 

! 22 

! .34375 


' 27 

54 

.84375 



23 

.359375 



! 55 

.859375 

t 

12 

24 

1 

1 .375 

3-8 

28 

1 56 

i .875 

7-8 


25 

1 .390625 



' 57 

.890625 

j 

13 

i 26 

t .40625 


29 

58 

, .90625 



1 27 

' .421875 

1 

i 

59 


; 

14 

i 28 

i .4375 

1 7-16 

CO 

o 

60 

.921875 



1 

1 



1 


.9375 

15-16 


I 29 

' .453125 


1 

61 

.953125 


15 

! 30 

.46875 


31 

62 

* .96875 

1 


31 

.484375 


; 

63 

i .984375 


16 

32 

i 

i 

i 

: 1-2 

‘ 32 

64 

tl. ■ 

! 1 




































JONES & LAUGHLIN STEEL CO. 279 


TABLE CONVERTING INCHES AND FEET TO 
METRIC MEASURES 


U) 

U 

X 

u 

U 

X 

H 

H 

W 

u 


H 

1 W 

c/3 

X 

H 

H 

g 

i/i 

m 

X 

H 

z 

l-H 



w 


td 


u 

s 

1 

.000397 

1 

.3048 

36 

10.9727 

; 71 

21.6406 

-h 

.000794 

2 

.6096 

37 

11.2775 

. 72 

21.9454 

Vs 

.001588 

.003175 

.004763 

3 

.9144 

38 

11.5823 

73 

22.2502 

4 

1.2192 

39 

11.8871 

74 

22.5550 

5 

1.5240 

40 

12.1919 

75 

22.8598 


.006350 

6 

1.8288 

41 

12.4967 

76 

23.1646 


.007938 

.009525 

.011113 

.012700 

7 

2.1336 

42 

12.8015 

; 77 

23.4694 

8 

2.4384 

43 

13.1063 

78 

23.7742 

9 

2.7432 

44 

13.4111 

79 

24.0790 

10 

3.0480 

45 

13.7159 

80 

24.3838 

A 

M 

.014287 

.015875 

.017462 

.019050 

11 

3.3528 

46 

14.0207 

81 

24.6886 

12 

3.6576 

47 

14.3255 

82 

24.9934 

13 

3.9624 

48 

14.6303 

83 

25.2982 

14 

4.2672 

49 

14.9351 

84 

25.6030 

15 

4.5720 

50 

15.2399 

85 

25.9078 

if 

Vs 

if 

.020637 

.022225 

.023812 

16 

4.8768 

51 

15.5447 

86 

26.2126 

17 

5.1816 

52 

15.8495 

1 87 

26.5174 

18 

5.4864 

53 

16.1543 

' 88 

26.8222 

1 

.0254 

19 

5.7912 

54 

16.4591 

89 

27.1270 

2 

.0508 

20 

6.0959 

55 

16.7638 

90 

27.4318 

3 

A 

.0762 

.1016 

.1270 

.1524 

21 

6.4007 

56 

17.0686 

91 

27.7366 

r 

22 

. 6.7055 

57 

17.3734 

92 

28.0414 

o 

6 

23 

7.0103 

58 

17.6782 

93 

28.3461 

24 

7.3151 

59 

17.9830 

94 

28.6509 

7 

.1778 

25 

’ 7.6199 

60 

18.2878 

95 

28.9557 

8 

A 

.2032 

.2286 

.2540 

.2794 

.3048 

26 

7.9247 

61 

18.5926 

96 

29.2605 

y 

10 

11 

27 

8.2295 

62 

18.8974 

97 

29.5653 

28 

8.5343 

63 

19.2022 

98 

29.8701 

29 

8.8391 

64 

19.5070 

99 

30.1749 

12 

30 

9.1439 

65 

19.8118 

100 

30.4797 



31 

9.4487 

66 

20.1166 

101 

30.7845 



32 

9.7535 

67 

20.4214 

102 

31.0893 



33 

10.0583 

68 

20.7262 

103 

31.3941 



34 

10.3631 

69 

21.0310 

104 

31.6989 



35 

10.6679 

70 i 

21.3358 

105 

32.0037 


Example for explanation : 90 ft. = 27.4318 m. = 27 m. 43 cm. 1.8 mm., 
or = 27 metres, 43 centimetres, Ij^g millimetres. 













































280 


JONES & LAUGHLIN STEEL CO. 


METRIC MEASURE CONVERTED INTO INCHES 


in 

u 


Millimetres 


H U 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

.00 

.04 

.08 

.12 

.16 

.20 

.24 

.28 

.31 

.35 

11 

.39 

.43 

.47 

.51 

.55 

.59 

.63 

.67 

.71 

.75 

2 

.79 

.83 

.87 

.91 

.94 

.98 

1.02 

1.06 

1.10 

1.14 

3 

1.18 

1.22 

1.26 

1.30 

1.34 

1.38 

1.42 

1.46 

1.50 

1.54 

4 

1.57 

1.61 

1.65 

1.69 

1.73 

1.77 

1 81 

1.85 

1.89 

1.93 

5 

1.97 

2.01 

2.05 

2.09 

2.13 

2.17 

2.20 

2.24 

2.28 

2.32 

6 

2.36 

2.40 

2.44 

2.48 

2.52 

2.56 

2.60 

2.64 

2.68 

2.72 

7 

2.76 

2,80 

2.83 

2.87 

2.91 

2.95 

2.99 

3.03 

3.07 

3.11 

8 

3.15 

3.19 

3.23 

3.27 

3.31 

3.35 

3.39 

3.43 

3.46 

3.50 

9 

3.54 

3.58 

3.62 

3.66 

3.70 

3.74 

3.78 

3.82 

3.86 

3.90 

10 

3.94 

3.98 

4.02 

4.06 

4.09 

4.13 

4.17 

4.21 

4.25 

4.29 

11 

4.33 

4.37 

4.41 

4.45 

4.49 

4.53 

4.57 

4.61 

4.65 

4.69 

12 

4.72 

4.76 

4.80 

4.84 

4.88 

4.92 

4.96 

5.00 

5.04 

5.08 

13 

5.12 

5.16 

5.20 

5.24 

5.28 

5.32 

5.35 

5.39 

5.43 

5.47 

14 

5.51 

5.55 

5.59 

5.63 

5.67 

5.71 

5.75 

5.79 

5.83 

5.87 

15 

5.91 

5.95 

5.98 

6.02 

6.06 

6.10 

6.14 

6.18 

6.22 

6.26 

16 

6.30 

6.34 

6.38 

6.42 

6.46 

6.50 

6.54 

6.57 

6.61 

6.65 

17 

6.69 

6.73 

6.77 

6.81 

6.85 

6.89 

6.93 

6.97 

7.01 

7.07 

18 

7.09 

7.13 

7.17 

7.20 

7.24 

7.28 

7.32 

7.36 

7.40 

7.44 

19 

7.48 

7.52 

7.56 

7.60 

7.64 

7.68 

7.72 

7.76 

7.80 

7.83 

20 

7.87 

7.91 

7.95 

7.99 

8.03 

8.07 

8.11 

8.15 

8.19 

8.23 

21 

8.27 

8.31 

8.35 

8.39 

8.43 

8.46 

8.50 

8.54 

8.58 

8.62 

22 

8.66 

8.70 

8.74 

8.78 

8.82 

8.86 

8.90 

8.94 

8 . 98 - 

9.02 

23 

9.06 

9.09 

9.13 

9.17 

9.21 

9.25 

9.29 

9.33 

9.37 

9.41 

24 

9.45 

9.49 

9.53 

9.57 

9.61 

9.65 

9.69 

9.72 

9.76 

9.80 

25 

9.84 

9.88 

9.92 

9.96 

10.00 

10.04 

10.08 

10.12 

10.16 

10.20 

26 

10.24 

10.28 

10.32 

10.35 

10.39 

10.43 

10.47 

10.51 

10.55 

10.59 

27 

10.63 

10.67 

10.71 

10.75 

10.79 

10.83 

10.87 

10.91 

10.95 

10.98 

28 

11.02 

11.06 

11.10 

11.14 

11.18 

11.22 

11.26 

11.30 

11.34 

11.38 

29 

11.42 

11.46 

11.50 

11.54 

11.58 

11.61 

11.65 

11.69 

11.73 

11.77 

30 

11.81 

11.85 

11.89 

11.93 

11.97 

12.01 

12.05 

12.09 

12.13 

12.17 

31 

12.20 

12.24 

12.28 

12.32 

12.36 

12.40 

12.44 

12.48 

12.52 

12.56 

32 

12.60 

12.64 

12.68 

12.72 

12.76 

12.80 

12.83 

12.87 

12.91 

12.95 

33 

12.99 

13.03 

13.07 

13.11 

13.15 

13.19 

13.23 

13.27 

13.31 

13.35 

34 

13.39 

13.43 

13.46 

13.50 

13.54 

13.58 

13.62 

13.66 

13.70 

13.74 

35 

13.78 

13.82 

13.86 

13.90 

13.94 

13.98 

14.02 

14.06 

14.09 

14.13 

36 

14.17 

14.21 

14.25 

14.29 

14.33 

14.37 

14.41 

14.45 

14.49 

14.53 

37 

14.57 

14.61 

14.65 

14.69 

14.72 

14.76 

14.80 

14.84 

14.88 

14.92 

38 

14.96 

15.00 

15.04 

15.08 

15.12 

15.16 

15.20 

15.24 

15.28 

15.32 

39 

15.35 

15.39 

15.43 

15.47 

15.51 

15.55 

15.59 

15.63 

15.67 

15.71 

40 

15.75 

15.79 

15.83 

15.87 

15.91 

15.95 

15.98 

16.02 

16.06 

16.10 

41 

16.14 

16.18 

16.22 

16.26 

16.30 

16.34 

16.38 

16.42 

16.46 

16.50 

42 

16.54 

16.58 

16.61 

16.65 

16.69 

16 73 

16.77 

16.81 

16.85 

16.89 

43 

16.93 

16.97 

17.01 

17.05 

17.09 

17.13 

17.17 

17.20 

17.24 

17.28 

44 

17.32 

17.36 

17.40 

17.44 

17.48 

17.52 

17.56 

17.60 

17.64 

17.68 

45 

17.72 

17.76 

17.80 

17.84 

17.87 

17.91 

17.95 

17.99 

18.03 

18.07 

46 

18.11 

18.15 

18.19 

18.23 

18.27 

18.31 

18.35 

18.39 

18.43 

18.47 

47 

18.50 

18.54 

18.58 

18.62 

18.66 

18.70 

18.74 

18.78 

18.82 

18.86 

48 

18.90 

18.94 

18.98 

19.02 

19.06 

19.09 

19.13 

19.17 

19.21 

19.25 

49 

19.29 

19.33 

19.37 

19.41 

19.45 

19.49 

19.53 

19.57 

19.61 

19.65 

50 

19.69 

19.72 

19,76 

19.80 

19.84 

19.88 

19.92 

19.96 

20.00 

20.04 

1 0 

1 

2 

3 

4 

5 

6 

7 

8 

9 


Note.— mm, = millimetre ; 10 mm, = 1 cm. (centimetre); 100 cm. = 
1 m. (metre). 

















































JONES & LAUGHLIN STEEL CO. 

281 

METRIC MEASURE CONVERTED INTO INCHES 

Centi¬ 

metres 

Millimetres 

0 

1 

2 

3 4 

5 

6 

7 

8 

9 

50 

19.69 

19.72 

19.76 

19.80 |l9.84 

19.88 

19.92 

19.96 

20.00 

20.04 

51 

20.08 

20.12 

20.16 

20.20 20.24 

20.28 

20.32 

20.35 

20.39 

20.43 

52 

20.47 

20.51 

20.55 

20.59 20.63 

20.67 

20.71 

20.75 

20.79 

20.83 

53 

20.87 

20.91 

20.95 

20.98 21.02 

21.06 

21.10 

21.14 

21.18 

21.22 

54 

21.26 

21.30 

21.34 

21.38 21.42 

21.46 

21.50 

21.54 

21.58 

21.61 

55 

21.65 

21.69 

21.73 

21.77 I 2 I. 8 I 

21.85 

21.89 

21.93 

21.97 

22.01 

56 

22.05 

22.09 

22.13 

22.17 22.21 

22.24 

22.28 

22.32 

22.36 

22.40 

57 

22.44 

22.48 

22.52 

22.56 22.60 

22.64 

22.68 

22.72 

22.76 

22.80 

58 

22.84 

22.87 

22.91 

22.95 22.99 

23.03 

23.07 

23.11 

23.15 

23.19 

59 

23.23 

23.27 

23.31 

23.35 23.39 

23.43 

23.47 

23.50 

23.54 

23.58 

60 

23.62 

23.66 

23.70 

23.74 23.78 

23.82 

23.86 

23.90 

23.94 

23.98 

61 

24.02 

24.06 

24.09 

24.13 24.17 

24.21 

24.25 

24.29 

24.33 

24.37 

62 

24.41 

24.45 

24.49 

24.53 24.57 

24.61 

24.65 

24.69 

24.72 

24.76 

63 

24.80 

24.84 

24.88 

24.92 24.96 

25.00 

25.04 

25.08 

25.12 

25.16 

64 

25.20 

25.24 

25.28 

25.32 25.35 

25.39 

25.43 

25.47 

25.51 

25.55 

65 

25.59 

25.63 

25.67 

25.71 25.75 

25.79 

25.83 

25.87 

25.91 

25.95 

66 

25.98 

26.02 

26.06 

26.10 26.14 

26.18 

26.22 

26.26 

26.30 

26.34 

67 

26.38 

26.42 

26.46 

26.50 26.54 

26.58 

26.61 

26.65 

26.69 

26.73 

68 

26.77 

26.81 

26.85 

26.89 26.93 

26.97 

27.01 

27.05 

27.09 

27.13 

69 

27.17 

27.21 

27.24 

27.28 27.32 

27.36 

27.40 

27.44 

27.48 

27.52 

70 

27.56 

27.60 

27.64 

27.68 27.72 

27.76 

27.80 

27.84 

27.87 

27.91 

71 

27.95 

27.99 

28.03 

28.07 28.11 

28.15 

28.19 

28.23 

28.27 

28.31 

72 

28.35 

28.39 

28.43 

28 47 28.50 

28.54 

28.58 

28.62 

28.66 

28.70 

73 

28.74 

28.78 

28.82 

28.86 28.90 

28.94 

28.98 

29.02 

29.06 

29.10 

74 

29.13 

29.17 

29.21 

29.25 29.29 

29.33 

29.37 

29.41 

29.45 

29.49 

75 

29.53 

29.57 

29.61 

29.65 29.69 

29.73 

29.76 

29.80 

29.84 

29.88 

76 

29.92 

29.96 

30.00 

30.04 30.08 

30.12 

30.16 

30.20 

30.24 

30.28 

77 

30.32 

30.35 

30.39 

30.43 30.47 

30.51 

30.55 

30.59 

30.63 130.67 

78 

30.71 

30.75 

30.79 

30.83 30.87 

30.91 

30.95 

30.98 

31.02 

31.06 

79 

31.10 

31.14 

31.18 

31.22 i31.26 

31.30 

31.34 

31.38 

31.42 

31.46 

80 

31.50 

31.54 

31.58 

31.61 31.65 

31.69 

31.73 

31.77 

31.81 

31.85 

81 

31.89 

31.93 

31.97 

32.01 132.05 

32.09 

32.13 

32.17 

32.21 

32.24 

82 

32.28 

32.32 

32.36 

32.40 ,32.44 

32.48 

32.52 

32.56 

32.60 

32.64 

83 

32.68 

32.72 

32.76 

32.80 '32.84 

32.87 

32.91 

32.95 

32.99 

33.03 

84 

33.07 

33.11 

33.15 

33.19 i33.23 

33.27 

33.31 

33.35 

33.39 

33.43 

85 

33.47 

33.50 

33.54 

33.58 33.62 

33.66 

33.70 

33.74 

33.78 

33.82 

86 

33.86 

33.90 

33.94 

33.98 [34.02 

34.06 

34.10 

34.13 

34.17 

34.21 

87 

34.25 

34.29 

34.33 

34.37 ,34.41 

34.45 

34.49 

34.53 

34.57 

34.61 

88 

34.65 

34.69 

34.73 

34.76 ,34.80 

34.84 

34.88 

34.92 

34.96 

35.00 

89 

35.04 

35.08 

35.12 

35.16 35.20 

35.24 

35.28 

35.32 

35.36 

35.40 

90 

35.43 

35.47 

35.51 

35.55 [35.59 

35.63 

35.67 

35.71 

35.75 

35.79 

91 

35.83 

35.87 

35.91 

35.95 35.98 

36.02 

36.06 

36.10 

36.14 

36.18 

92 

36.22 

36.26 

36.30 

36.34 36.38 

36.42 

36.46 

36.50 

36.54 

36.58 

93 

36.61 

36.65 

36.69 

36.73 [36.77 

36.81 

36.85 

36.89 

36.93 

36.97 

94 

37.01 

37.05 

37.09 

37.13 ' 37.17 

37.21 

37.24 

37.28 

37.32 

37.36 

95 

37.40 

37.44 

37.48 

37.52 37.56 

37.60 

37.64 

37.68 

37.72 

37. 70 

96 

37.80 

37.84 

37.87 

37.91 37.95 

37.99 

38.03 

38.07 

38.11 

38.15 

97 

38.19 

38.23 

38.27 

38.31 138.35 

38.39 

38.43 

38.47 

38.50 

38.54 

98 

38.58 

38.62 

38.66 

38.70 38.74 

38.78 38.82 

38.86 

38.90 

38.94 

99 

38.98 

39.02 

39.06 

39.10 39.13 

39.17 39.21 

39.25 

39.29 

139.33 

100 

39.37 

39.41 

39.45 

39.49 39.53 

39.57 39.61 

,39.65 

39.69 

39.73 


0 

1 

2 

1 1 

CO 

5 

6 

7 

8 

9 

Note. 

—mm. 

= millimetre ; 10 mm. = 

1 cm. 

(centimetre) 

; 100 cm. = 

1 m. (metre). 











































282 JONES & LAUGHLIN STEEL CO. 


TABLE OF WEIGHTS 

Interchangeable between U. S. and Metric Systems 


Number 

Avoirdupois 
Ounces to 
Grams 

Kilograms 

TO Ounces 
Avoirdupois 

Avoirdupois 

Pounds to 

Kilograms 

Kilograms 

TO Pounds 

Avoirdupois 

Net Tons to 

Metric Tons 

Metric Tons 

TO Net Tons 

1 

28.3495 

35.274 

0.4536 

2.2046 

0.9072 

1.1023 

2 

56.6990 

70.548 

0.9072 

4.4092 

1.8144 

2.2046 

3 

85.0485 

105.822 

1.3608 

6.6138 

2:7216 

3.3069 

4 

113.3980 

141.096 

1.8144 

8.8184 

3.6288 

4.4092 

5 

141.7475 

176.370 

2.2680 

11.0230 

4.5360 

5.5115 

6 

170.0970 

211.644 

2.7216 

13.2276 

5.4432 

6.6138 

7 

198.4464 

246.918 

3.1752 

15.4322 

6.3504 

7.7161 

8 

226.7959 

282.192 

3.6288 

17.6368 

7.2576 

8.8184 

9 

255.1454 

317.466 

4.0824 

19.8414 

8.1648 

9.9207 

10 

283.4949 

352.740 

4.5360 

22.0460 

9.0720 

11.0230 

11 

311.8444 

388.014 

4.9896 

24.2506 

9.9792 

12.1253 

12 

34Q.1939 

423.288 

5.4432 

26.4552 

10.8864 

13.2276 

13 

368.5434 

458.562 

5.8968 

28.6598 

11.7936 

14.3299 

14 

396.8928 

493.836 

6.3504 

30.8644 

12.7008 

15.4322 

15 

425.2423 

529.110 

6.8040 

33.0690 

13.6080 

16.5345 

16 

453.5918 

564.384 

7.2576 

35.2736 

14.5152 

17.6308 

17 

IS 

19 

20 

21 

22 

23 

24 

25 


. 

7.7112 

8.1648 
8.6184 
9.0720 

9.5256 

9.9792 

10.4328 

10.8864 

11.3400 

37.4782 

39.6828 

41.8874 

44.0920 

46.2966 

48.5012 

50.7058 

52.9104 

55.1150 

15.4224 

16.3296 

17.2368 

18.1440 

19.0512 

19.9584 

20.8656 

21.7728 

22.6800 

18.7391 

19.8414 

20.9437 

22.0460 

23.1483 
24.2506 
25.3529 
26.4552 
27.5575 


1 metric ton=1000 kg. (kilograms). 
1 kilogram =1000 g. (grams). 


1 gram=10 dg. (decigrams)=100cg. (centigrams)=1000 mg. (milligrams). 



1 cubic cm.= 
1 cm®. 


Weight of 1 cubic mm. of water=1 milligram. 

Weight of 1 cubic cm. of water=l gram. 

Weight of 1 cubic dm. of water (=1000 grams) = 
1 litre=1 kg. 


Weight of 1 cubic m. of water (=1000 dm®)=l 
metric ton. 


Note. —10mm.=1 cm; 10cm.=1 dm. (decimetre); 
10 dm.=lm. (metre); mm = millimetre ; cm. = centi¬ 
metre. 






















































JONES & 


LAUGHLIN STEEL CO 


283 


TABLE OF LIQUID AND DRY MEASURE 
Interchangeable between U. S. and Metric Systems 


Number 

Litres 

TO Quarts 

Quarts 

TO Litres 

Cubic Metres 

TO Gallons 
Liquid 

Gallons to 

Cubic Metres ' 

Liquid 

H ectolitres to 

Bushels 

Dry 

1 

Bushees to 

Hectolitres 

Dry I 

Liquid 

Dry 

Liquid 

Dry 

1 

1.0567 

0.908 

0.9463 

1.1013 

264.17 

0.0038 

2.8375 

0.3524 

2 

2.1134 

1.816 

1.8927 

2.2026 

528.35 

0.0076 

5.6750 

0.7048 

3 

3.1701 

2.724 

2.8390 

3.3040 

792.52 

0.0114 

8.5125 

1.0573 

4 

4.2268 

3.632 

3.7854 

4.4053 

1056.70 

0.0151 

11.3500 

1.4097 

5 

5.2835 

4.540 

4.7317 

5.5066 

1320.87 

0.0189 

14.1875 

1.7621 

6 

6.3402 

5.448 

5.6781 

6.6079 

1585.05 

0.0227 

17.0250 

2.1145 

7 

7.3969 

6.356 

6.6244 

7.7093 

1849.22 

0.0265 

19.8625 

2.4669 

8 

8.4536 

7.264 

7.5707 

8.8106 

2113.40 

0.0303 

22.7000 

2.8194 

9 

9.5103 

8.172 

8.5171 

9.9119 

2377.57 

0.0341 

25.5375 

3.1718 

10 

10.5670 

9.080 

9.4634 

11.0132 

2641.75 

0.0379 

28.3750 

3.5242 

11 

11.6237 

9.988 

10.4098 

12.1145 

2905.92 

0.0416 

31.2125 

3.8766 

12 

12.6804 

10.896 

11.3561 

13.2158 

3170.10 

0.0454 

34.0500 

4.2290 

13 

13.7371 

11.804 

12.3024 

14.3172 

3434.27 

0.0492 

36.8875 

4.5815 

14 

14.7938 

12.712 

13.2488 

15.4185 

3698.45 

0.0531 

39.7250 

4.9339 

15 

15.8505 

13.620 

14.1951 

16.5198 

3962.62 

0.0569 

42.5625 

5.2863 

16 

16.9072 

14.528 

15.1415 

17.6211 

4226.80 

0.0606 

45.4000 

5.6387 

17 

17.9639 

15.436 

16.0878 

18.7224 

4490.97 

0.0644 

48.2375 

5.9911 

18 

19.0206 

16.344 

17.0341 

19.8238 

4755.15 

0.0682 

51.0750 

6.3436 

19 

20.0773 

17.252 

17.9805 

20.9251 

5019.32 

0.0720 

53.9125 

6.6960 

20 

21.1340 

18.160 

18.9268 

22.0264 

5283.50 

0.0758 

56.7500 

7.0484 

21 

22.1907 

19.068 

19.8732 

23.1277 

5547.67 

0.0796 

59.5875 

7.4008 

22 

23.2474 

19.976 

20.8195 

24.2290 

5811.85 

0.0833 

62.4250 

7.7532 

23 

24.3041 

20.884 

21.7658 

25.3304 

6076.02 

0.0871 

65.2625 

8.1057 

24 

25.3608 

21.792 

22.7122 

26.4317 

6340.20 

0.0909 

68.1000 

8.4581 

25 

26.4175 

22.700 

23.6585 

27.5330 

6604.37 

0.0947 

70.9375 

8.8105 


1 cu. metre (m^) = 1000 1. (litres) = KXK) dm^ (cu. decimetres). 

1 hectolitre (hi.) = 100 litres. 

1 litre = 1 dm^ (cu. decimetre) = 10 dl. (decilitre) = 100 cl. (centilitre) 
= 1000 ml. (millilitres). 

1 millilitre = 1 cm® (cu. centimetre). 






















































2^ 


JONES & LAUGHLIN STEEL CO. 


MENSURATION 

TT = 3.1415926536 


— = 1.5708 


3 


= 1.0472 


— - 0.7854 
4 

jl= 0.2618 

~ = 0.04909 
64 

— = 0.31831 


^ =0.10132 



7/2 + 


r=- 


— 2 

> 1 . 

— 3 


2h 


= 9.86960 
= 31.00628 
log. t: = 0.4971499 
1.77245 


or very nearly= — 
8 ^ 


n — |/r2—x2— [r — A) 




= 0.56419 
log. 0.2485749 


h^r —— 


or very nearly = 


8r 


^ = 2 t: r X .01745 X ^ X in degrees 


A = area 
^ X 


A = 


360 

Circle 

d — diameter 
= 0.7854 d"^ 


r = radius 


d= 1,12838 A 


Circumference =2 - r—TZ d 
Sector of circle = length of arc X half radius. 

Segments of circle = area of sector less triangle, also for 


flat segments very nearly = 1 ^ 0 . 388 -^ 

3 4 

















JONES & LAUGHLIN STEEL CO. 285 


MENSURATION 

Triangle 

A = 4^-^ X (-S’— {s — b) {s — c) 
if s is half of the sum of the sides a, b, and c, 
or = base X half perpendicular height. 


Polygons 

Area of any regular or irregular polygon can be found by 
dividing the polygon into triangles and taking the sum of the 
areas. Area of any regular polygon 

No. of sides , . . 2 ” 

= - - - X (circumscribed rad.)^ x sin.-r^;^ -^— r 

2 (No. sides) 


Ellipse. A=.~ a b 


Parabola. A — ^ s k 



Area of any Irregular Plane Surface 



Divide the surface into any number, say n, parallel strips 
of equal widths, whose middle ordinates are represented by 

h h h h ... h h 
I 1 2 3 4 n-1 n ‘ 

then is, after Poncelet’s rule, 

A = d ^ h d ( Cl—h ) -|- yV ^ ^^ ^ 

1 n / 

but more exact after Francke’s rule, 

A d ^ h d {^8 Cl h — c^h ) -\- d 8 b h g h \ 

2 1 n-1 n / 
































286 JONES & LAUGHLIN STEEL CO 


MENSURATION 


Cylinder 


,, , contents 


- i/2 


Sphere 


A = - 



Pyramid and Cone 

A = periphery or circumference of base X half slant height. 
V= area of base -j- ]/( perpendicular height. 


Frustum 

A = sum of peripheries or circumferences of the two ends 
X half slant height + area of both ends. 

Frustum of a cone. V— h ( -f- 




Frustum of pyramid. V— Bb b) 

(A being the distance of the two parallel end surfaces 

B and b). 
























JONES & LAUGHLIN STEEL CO. 287 


MENSURATION . 

Properties of the Circle 

ft 

Circumference = Diam. X 3.1416 or 3i. 

Diam. X .8862 ■=: Side of an equal square. 

Diam. X .7071 = Side of an inscribed square. 

Diam. ^x .7854= Area of circle. 

Radius X 6.2832 = Circumference. 

Circumference = 3.5446 area of circle. 

Diam. = 1.1283 \’ area of circle. 

Length of arc = No. of degrees X -017453 radius. 
Degrees in arc whose length equals radius = 57.2957°. 
Length of an arc of 1°= Radius X .017453. 

Length of an arc of V = Radius X .0002909. 

Length of an arc of \"= Radius X .0000048. 

^ = Proportion of circumference to diam.= 3.1415926. 
-2 = 9.8696044. 

4 /-= 1.7724.538. 

Log. - = 0.4971499. 

-J—= 0.3183001. 

TT 


1 

^0 

360 


.002778. 


114.59. 


Trigonometrical Formulae 
General Equivalents 

The diagram shows the different trigonometrical expres¬ 
sions in terms of the angle A. 

Ii\ the following formulas Radius = 1. 

































































1 


290 JONES & LAUGHLIN STEEL CO. 

STRENGTH OF MATERIALS 

Ultimate Resistance to Tension in Pounds per 

Square Inch 

Metals and Alloys 

Aluminum Bronze, 

10 per cent AL and 90 per cent copper 
IX per cent Al. and 98X per cent copper 

Brass, cast. 

Brass, wire. 

Bronze or gun metal. 

Copper, cast. 

Copper, sheet. 

Copper, bolts. 

Copper, wire, unannealed . ,. 60000 

Iron, cast, 13,400 to 29,000 .* 16500 

Iron, wrought, round or square bars of 1 to 2-inch 

diameter, double refined . . . 50000 to 54000 

Iron, wrought specimens 3^-inch square, cut from 

large bars of double refined iron . 50000 to 53000 
Iron, wrought, double refined, in large bars of about 

7-square-inch section .... 46000 to 47000 

Iron, wrought, universal mill plates, angles and 

other shapes. 48000 to 51000 

Iron, wrought plates over 36 inches wide 46000 to 50000 

The modulus of elasticity of double refined bar iron is 
25,000,000 to 27,000,000; of steel bars, 29,000,000 to 
42,000,000. • 

Iron wire. 70000 to 100000 

Iron wire ropes. 90000 

Lead, sheet . . 3300 


AVERAGE 

85000 

28000 

18000 

49000 

36000 

19000 

30000 










JONES & LAUGHLIN STEEL CO. 


291 


STRENGTH OF 

MATERIALS 

• 

AVERAGE 

Steel ..... 

. 0.5000 to 120000 

Tin, cast .... 

4600 

Zinc ..... 

7000 to 8000 

Timber, Seasoned, and 

other Organic Fiber 

Taken largely from Trautwine’s pocket book (edition of 1902). 

Ash, English 

. 16000 

Ash, American . . . 

. 16500 

Beech, English 

11500 

Birch ..... 

. 15000 

Cedar of Lebanon . 

. 11400 

Cedar, American, red 

. 10300 

Fir or Spruce . . . • . 

. 10000 

Hempen Ropes 

12000 to 15000 

Hickory, American . 

. 11000 

Mahogany .... 

8000 to 16000 

Oak, American white 

. 10000 

Oak, European 

. 10000 

Pine, American white, red and pitch, Memel, Riga 10000 

Pine, American long leaf yellow 

12600 to 19200 

Poplar ..... 

. . . . 7000 

Silk fiber .... 

. 52000 

Walnut, black 

8000 

Stone, Natural and Artificial 

Brick. 

. 40 to 400 220 

Glass . 

2500 to 9000 5700 

Slate ..... 

2400 to 3800 

Mortar, ordinary 

10 to 20 15 












292 JONES & LAUGHLIN STEEL CO. 


STRENGTH OF MATERIALS 


Ultimate Resistance to Compression 
Metals 


Brass, cast, reduced 
Iron, cast 


AVERAGE 

j part in length by 51000 
i ]/2 part in length by 16500 

82000 to 125000 


Iron, wrought, within elastic limit . . 22400 to 35800 


Steel, rolled, within elastic limit 


47000 






JONES & LAUGHLIN STEE^L CO. 293 

General Instructions to Customers 
Ordering Structural Material 

Architect’s and engineeV’s drawings and specifications are 
usually definite enough to enable us to execute them without 
loss of time in correspondence. Small orders from con¬ 
tractors and others are frequently very indefinite in specifying 
just what is desirecf, making correspondence necessary and 
often resulting in great loss of time in shipping the material. 
We therefore invite your attention to the following data 
which should accompany the order: 

1. Size of holes should be given, or better, the size of 
bolts or rivets to be used. If same are not especially 
specified, we will punch all beams and channels ^|-inch 
holes for ^-inch rivets or bolts in webs. Flange holes we 
will punch of size given in table of beams and channels on 
pages 56 and 57. 

2. In ordering beams to be punched for and provided 
with separators, state width of w'alls to be supported, or give 
wfidth lintel should be over all after assembling. Further, 
state if separator bolts are to be used only to assemble lintel, 
or if some wood furring, either on one or both sides of lintel 
or tw'in beam, has to be fastened to beam webs by said bolts, 
in which case we would add to 
length of bolts 2 inches or 4 inches 
respectively. 

.3. If beam ends are not to be 
square, it would be well to dis¬ 
tinguish between mitered as per 
sketch No. 1, or beveled as per 
sketch No. 2. Better still, to 
accompany same with * a clear 
sketch, giving the required angle 
. either in degrees or in proportion 
of 12-inch to x as shown on sketch. 

4. In ordering bent beams or 
channels, state if same are to be 

























294 


JONES & LAUGHLIN STEEL CO. 



' /> 


No.3 


cambered as per sketch No. 3, giving besides the required 
length, Z, either height of camber, /i, or radius, r or Z. 
Further state if ends have, to be cut off square to chord, on 

line ««, or radial, on 
line mm. W hen 
beams or channels are 
to be bent vertical to 
their web as in sketch 
Nos. 4, 5 or 6, similar 
data should be given 
as for cambered beams 
or channels, but in 
this case for channels 
or angles it is neces¬ 
sary to state if web of 
channel or vertical leg 
of angle is to be out¬ 
side, as in sketch No. 
5, or inside as in No. 6; 
further, in case of 
angles of unequal 
legs, state which leg 
is to be vertical to 
curve. In all these 
cases, a simple sketch 
will explain more than 
many words. 

5. State in each 
order if steel should 
be painted before 
shipment, and if field connections are to be bolts or rivets. 



No.4 


Nc.5 











JONES & LAUGHL.IN STEEL CO, 295 


4 


\ 

INDEX 




296 


JONES & LAUGHLIN STEEL CO. 


INDEX 

PAGE 

Anchors : 

Standard types ....... 69 

Angles: 

Areas of ....... 55 

Diagrams of ........ 13-19 

Equal legs ........ 52 

Maximum lengths ...... 54 

Maximum size of rivets and gauge for punching . 59 

Minimum spans for Standard connection angles . 60 

Properties of ....... 128-139. 

Radii of gyration, two angles back to back . . 174-176 

Radii of gyration, two angles star section . . 236-238 

Radii of gyration, single angle .... 128-139 

Safe loads for. . 106-108 

Safe loads, single angle struts .... 172 

Standard connections, notes on ... . 60 

Standard connections, details of ... . 61 

Standard connections for opposite framing . . 62 

Arches: 

Types of fireproof ...... 67 

Weights of ....... . 74 

Areas: 

Of angles and plates for columns . . . 240-244 

Of circles.218-230 

Methods of increasing for shapes ... 39 

Bars: 

Beveled edges ....... 43 

Flat—sizes and maximum lengths . . . 46, 47 

Flat—sizes and weights ..... 196-201 

Half rounds ....... 44 

Hexagons ........ 44 

Ovals and half-ovals ...... 44 

Round ......... 42 














JONES & LAUGHLIN STEEL 

CO. 297 

Round edges ...... 

PAGE 

. 43,45 

Twisted . ..... 

235 

Beams : 

Bending moments and deflections of . 

115 

Deflection coefficients ..... 

85 

Diagrams of . 

4-9 

Formulae on flexure ..... 

114 

Properties of ...... 

. 118-121 

Sizes and maximum lengths 

56 

Standard framing of . . 

62 

Standard gauges for punching 

59 

Tables of safe loads ..... 

. 86-97 

Tables, explanation of . 

. 81-84 

Without lateral support .... 

84 

Wooden, strength of .... . 

178 

Bearing Plates ... . . 

63 

Beveled Edged Bars. 

43 

Boat Spikes: 

Weights and sizes ..... 

235 

a 

Bolts : 

Machine, weights of .... . 

207 

Standard screw threads, nuts and heads 

212 

Brick Walls: 

Weight of ...... . 

80 

Bridges: 


Beam, details of ..... . 

186 

Cast Washers: 

Table of ....... 

177 

Chains: 

Diagrams of . 

40 

Sizes, strength and weights of . ' . 

41 








298 


JONES &,LAUGHLIN STEEL CO. 


PAGE 

Channels : 

Diagrams of .... . ... 10-12 

Properties of ....... 120—123 

Sizes and maximum lengths .... 57 

Tables of safe loads ...... 98-105 

Channel Tires. 25 

i' 

Circles : 

Areas and circumferences of .... 218-230 
Circular Plates: 

Sizes ......... 49 

Clevises ... .... 269 

• 

Columns : 

■ Areas of angles and plates for .... 240-244 
Details of concrete fireproofing .... 71 

Diagrams of sections . . . . . . 64 

General notes on . . . . . . . 149-151 

Notes on splicing and connections ... 66 

Strength and weights of angle and plate . . 160-169 

Strength and weights of channel .... 152—158 
Strength and weights of cast-iron .... 171 
Strength and weights of single angle . . . 172 

Strength and weights of single beams . . . ' 159 

Strength and weights of Z bar . . . . . 170 

Strength of wooden ...... 179 

Cold Rolled : 

Reaper and harvester finger bars .... 32, 33 

Shafting, etc. ....... 267 

Corrugated Sheets: 

Weights and strength of . . . . HI 

Cubic Foot of Substances : 

Weights of.215-217 

Decimals of a Foot for each of an Inch • 276, 277 











JONES & LAUGHLIN STEEL CO. 299 

• 

PAGE 

"^''cimals of an Inch for each of an Inch 

278 

jtion Coefficients • • 

85 

Explanation of Tables .... 

. 112,113 

Eye Bars: 


Standard ....... 

274 

Adjustable ....... 

273 

Notes on ...... . 

275 

Finger Bars. 

. 32,33 

Fireproofing: ' 


General notes on . 

. 72-79 

Styles of floors ...... 

. 68-70 

Floors: 


Details of connections ..... 

69 

General notes on fireproof construction 

. 72-79 

Girders for ....... 

80 

Styles of fireproofing .^. . . . . 

. 67,70 

Formulae : 


General ....... 

114 

Framing : 


Standard diagrams of . 

62 

General Instructions for Ordering Material 

. 293,294 

Girders: 


Beam, strength and weight of . . . 

. 140-144 

Built, strength and weight of . . . 

. 145-148 

Grooved Steel ...... 

. 23,24 

Half Rounds. 

44 

Harvester Tires 

25 

Hexagons. 

44 




300 JONES & LAUGHLIN STEEL 

CO. 

• 

PAGE 

Hoops. 

45 

Inertia, Moments of. 

. 116, 117 

Logarithms. 

. 245-247 

Looped Eyes . 

272 

Manufacturers’ Standard Specifications 

. 187-195 * 

Mensuration. 

. 284-289 

Metric Conversion Table .... 

239 

Miscellaneous Steel. 

. 27-31 

Moments of Inertia. 

. 116,117 

Natural Sines, etc.. 

. 248-256 

Nuts: 

Sizes and weights of square .... 

208 

Sizes and weights of hexagon 

209 

Pin.. 

271 

Sleeve . . . . . 

270 

Nut Steel. 

47 

Ovals and Half-Ovals .... 

44 

Partitions : 

Details of construction .... 

71 

Plates: 

Bearing ....... 

63 

Circular ....... 

49 

Rolled edges ....... 

46 

Sheared edges ...... 

. 48,49 

Weights of ...... . 

. 231-234 

Pipe : 

For steam, water and gas .... 

214 
















JONES & LAUGHLIN STEEL 

CO. 301 

Pins and Pin Nuts. 

PAGE 

271 

Radii of Gyration : 

Angles ........ 

. 128-139 

Beams, single and double .... 

. 118-121 

Channels, single and double 

. 120-123 

Plate and angle columns .... 

. 160-169 

Tees ........ 

. 126,127 

Two angles, back to back .... 

. 174-176 

Two angles, star section .... 

. 236-238 

Zees . . 

. 124,125 

Rails : 

Diagrams and weights of ... . 

. 35-38 

Splices for . . . . 

37 

Railroad Spikes : 

Weight of • 

235 

Reaper and Harvester Finger Bars : 

' Diagrams of cold rolled .... 

. 32,33 

Diagrams of hot rolled .... 

34 

Rivets: 

Conventional signs for ..... 

183 

Lengths of ...••• • 

182 

Shearing and bearing values 

. 184,185 

Weights of round headed .... 

. . 206 

Roof Trusses: 

Details of .••••• • 

180 

Stresses in . 

181 

Round Bars : 

Sizes of .....•• 

42 

Round Edge Steel Flats: 

Sizes ....•••• 

45 

Round Edge or Reach Plate • 

43 







302 JONES & LAUGHLIN STEEL 

c o. 


PAGE 

Round Edge Steel Tires ; 

Sizes ........ 

45 

Sectional Areas: 

Methods of increasing ..... 

39 

Separators : 

Standard sizes and weights .... 

58 

Types of cast ...... 

69 

Sheared Plates : 

Sizes ........ 

. 48,49 

Shafting: 

Cold rolled ....... 

267 

Sheet Iron and Steel: 

Weights of ...... . 

213 

Sleeve Nuts. 

270 

Specifications, Manufacturers’ Standard 

. 187-195 

Spikes; 

Boat ........ 

235 

Railroad 

235 

Square Bars : 

Sizes ........ 

43 

Squares, Cubes, etc.. 

. 257-266 

Standard Framing: 

Diagrams of . 

62 

Spacing in flanges of rolled sections 

59 

Screw threads ...... 

212 

Strength of Material. 

. 290-292 

Struts: 

Ultimate strength of .... . 

173 




JONES & LAUGHLIN STE EL C O 

303 


PAGE 

Substances: 

Weights per cubic foot ..... 

215-217 

Tables: 

Converting inches and feet to metric measure 

279 

Converting metric measure into inches 

280, 281 

Of weights, interchanging U. S. and Metric systems 

282 

Of liquid and dry measure, interchanging U. S. and 

Metric systems ....... 

283 

Of strength of materials ..... 

290-292 

Tank Iron and Steel * 

Weights of ....... . 

213 

Tees : 

Diagrams of . . . . . ' . . 

20-22 

Properties of ....... 

126,127 

Sizes and weights of ..... . 

50 

Table of safe loads ...... 

109 

Tires: 

Channel ........ 

25 

Harvester ........ 

25 

Round edge . . . . . . . . 

45 

Twisted Bars. 

235 

Upset Screw Ends for Round and Square Bars 

210,211 

Weights: 

Bolts, machine ....... 

207 

Brick walls ........ 

80 

Cubic foot of substances ..... 

215-217 

Flat bars ........ 

146-201 

Nuts ......... 

208, 209 

Nuts and bolt heads. 

207 

Pipe for steam, water and gas .... 

214 

Rivets, round headed ...... 

206 

Separators . . . . . • . • 

58 








304 JONES & LAUGHLIN STEEL CO. 


PAGE 

Sheet and tank steel ...... 213 

Terra cotta arches . . ... 74 

Wooden Posts: 

Strength of . . . . •. . . . 179 

Zees: 

Diagrams of . . . . . . . . 20-22 

Properties of ..... v . 124, 125 
Sizes and weights . . . . . . 51 

Table of safe loads . . . . . . 110 






JONES & LAUGHLIN STEEL CO. 305 

We Manufacture 

the Following 

Articles 

Bessemer, Basic and 

Tee Rails (8 to 40 

Acid Open Hearth 

pounds per yard) 

Steel Blooms 

Railroad Spikes 

Slabs and Billets 

/ 

Structural and Boiler 

Beams 

Rivets 

Channels 

Boat and Barge 

Angles 

Spikes 

Tees and Zees 

Cold Rolled Shafting 

Rounds and Squares 

Flats 

Hexagons 

Sheets 

Squares 

Hexagons 

Flats 

Zees 

Angles 

Rectangular and 

Finger Bars and 
Special Shapes 

Circular Plates 

Hoops and Bands 

Couplings 

Chains 

Hangers 

Special Sections for 
Structural and 

Pillow Blocks 

Agricultural pur- 

Pulleys 

poses 

Forgings, etc., etc. 





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